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HomeMy WebLinkAboutTrussBUILDER: PORT SAINT LUCIE PLOP RES: COLLINS MODEL: KEY WEST ADDRESS: 5116 SILVER OAKS DR LOT /BLOCK: - COUNTY: ST LUCIE CITY:` FORT PIERCE DRAWN BY: JOB # : JL 2646517 DATE: 12/04/20 SCALE: ITS cil - av m m JCil 3 �• I , -- m -� -� J1 d' w oo REVISIONS: -- us I '• fV I RECENED U U I JUN K6 1. 1112 CHANGE REAR BEAM 10'-1" 17 2021 o as, prr�n my 71011 2. NGE CODE Ce) I 3. 05/27 CHA `! MAIN WIND FORCE RESISTING SYSTEMIC-C HYBRID IMPORTANT 2� 2 WIND ASCE7-16 4' ENCLOSED This Drawing Must Be Approved And - 11' 2° (V 8' 9 1/4° EXPDSURE CATEGORY C Returned Before Fabrication Will N - N OCCUPANCY CATEGORY II Begin. For Your Protection Check All 19, $„ WIND LOAD 160 MPH Dimensions And Conditions Prior To °� "TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF Approval Of Plan. ° " ' " 1 1 4° 13� 1Q 3 $° BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH 18 10 3/8 11 4 9 -/ ANY OTHER LIVE LOADS SIGNATURE BELOW INDICATES ALL Fi me 141811 NOTES AND DIMENSIONS HAVE ROOF LOADING FLOOR LOADING BEEN ACCEPTED. 53' 2t' TCL.L: 20 PSF TCLL: PSF 701 S. KINGS HIGHWAY TC 0L. 07 PSF TCDL. PSF FORT PIECE, FL 34945 BCDL: 10 PSF BCDL: PSF By Date Ph. (772) - 461 5475 TOTAL: 37 PSF TOTAL: PSF DURATION: 1.25 DURATION: 11�-u VIP JAf,640P.Ydance ® 1 6.3 Lumber design with ANSI/TPI section These truss designs rely on lumber values established by others. REVIEWED FOR MiTek® CODE COMPLIANCE c,: uUCIE r-()"NTY RE: 2546517-PSLP-COLLINS - BOCC MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: COLLINS Model: . Lot/Block: . Subdivision: . Address: 5116 SILVER OAKS DRIVE — City: FORT PIERCE City: State: FL I Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TPI2014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 64 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T24139595 Al 5/28/21 23 T24139617 CJ3 5/28/21 2 T24139596 A2 5/28121 24 T24139618 CJ5 5/28/21 3 T24139597 A3 5/28/21 25 T24139619 CJ12 5/28/21 4 T24139598 A4 5/28121 26 T24139620 CJ32 5/28/21 5 T24139599 A5 5/28121 27 T24139621 D1 5/28/21 6 T24139600 A6 5/28/21 28 T24139622 D2 5/28/21 7 T24139601 A7 5/28/21 29 T24139623 D3 5/28/21 8 T24139602 A8 5/28/21 30 T24139624 D4 5/28/21 9 T24139603 A9 5/28/21 31 T24139625 D5 5/28/21 10 T24139604 A10 5/28/21 32 T24139626 EJ4 5/28/21 11 T24139605 B1 5/28/21 33 T24139627 EJ5 5/28/21 12 T24139606 B2 5/28/21 34 T24139628 EJ6 5/28/21 13 T24139607 B3 5/28/21 35 T24139629 EJ7 5/28/21 14 T24139608 B4 5/28/21 36 T24139630 EJ41 5/28121 15 T24139609 C1 5/28/21 37 T24139631 EJ42 5/28/21 16 T24139610 C2 5/28/21 38 T24139632 EJ71 5/28/21 17 T24139611 C3 5/28/21 39 T24139633 G1 5/28/21 18 T24139612 C4 5/28/21 40 T24139634 G2 5/28121 19 T24139613 C5 5/28/21 41 T24139635 G3 5/28/21 20 T24139614 C6 5/28/21 42 T24139636 G4 5/28/21 21 T24139615 C7 5/28/21 43 T24139637 G5 5/28/21 22 T24139616 CJ1 5/28/21 44 T24139638 G6 5/28/21 i The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Fort Pierce). Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project; specific information included is for MiTek's or TRENCO's customers file reference purp6se only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. RECEIVED JUN 17 2021 St. Lucia Cauffly permitting �0-lus REF • No 3 .8 9 :i- STATE OF sON Julius Lee PE No.34869 MIT& USA, Inc. R. Cert'6634 OR Parke East Blvd. Tampa FL 33610 D'ate:. Lee, Julius May 28,2021 1 of 2 I MiTek ® MiTek USA, Inc. RE: 2546517-PSLP-COLLINS - 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: COLLINS Model: . Lot/Block: . Subdivision: . Address: 5116 SILVER OAKS DRIVE,. City: FORT PIERCE State: FL I No. Seal# Truss Name Date 45 T24139639 HJ4 5/28/21 46 T24139640 HJ5 5/28/21 47 T24139641 HJ6 5/28/21 48 T24139642 HJ7 5/28/21 49 T24139643 K1 5/28/21 50 T24139644 K2 5/28/21 51 T24139645 K3 5/28/21 52 T24139646 K4 5/28121 53 T24139647 K5 5/28/21 54 T24139648 K6 5/28/21 55 T24139649 K7 5/28/21 56 T24139650 L1 5/28/21 57 T24139651 L2 5/28/21 58 T24139652 N1 5128/21 59 T24139653 N2 5/28/21 60 T24139654 N3 ! 5128/21 61 T24139655 N4 5/28/21 62 T24139656 V5 5/28/21 63 T24139657 V7 5/28/21 64 T24139658 V8 5/28/21 2 of 2 Job Truss Truss Type Qty Ply T24139595 2546517-PSLP-COLLINS Al Hip 1 l Job Reference (optional) bui oers rlrst50urce (rOn tierce), ron coerce, rL - 54'd40, 0.9Ou b Iv,tly ,t 4 „--m u,uuau,w, uw. u U .—y a w . I oec , ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-Ham3LBcgskv9VLSz2HPkQ3ZHzAcjiVpR8xXOTuzCLob 8-2-8 13-10-0 19-5-8 25-6-0 31-10-0 8-2-8 5-7-8 5-7-8 6-0-8 6.4-0 5x8 = 2x4 11 5x8 = 6.00 12 2 17 18 3 19 20 4 STP = 15 13 22 12 23 11 lu 9 24 8 zo 7 4x6 II 3x4 1 3x8 = 3x6 = 3x4 = 2x4 II 3x8 = 8-2-8 13-10-0 19-5-8 25-6-0 31-10-0 64-0 Scale=1:60.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2020/TP12014 CSI. TC 0.87 BC 0.63 WB 0.94 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) -0.15 12-13 >999 360 Vert(CT) -0.29 12-13 >999 240 Horz(CT) 0.05 15 n/a n/a Wind(LL) 0.06 11 >999 240 PLATES GRIP MT20 244/190 Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 4-6-14 oc purlins, 1-2: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-12, 3-11, 5-9, 1-13, 5-7 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 13=Mechanical, 15=0-5-10 Max Horz 13=222(LC 11) Max Uplift 13=-601(LC 12). 15=-554(LC 12) Max Grav 13=1415(LC 17), 15=1429(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 2.50 (lb) or less except when shown. TOP CHORD 1-2=-1103/684, 2-3=-1173/875, 3-4-11731875, 4-5=-1373/862, 5-6=-354/229, 1-13=-1255/821, 7-14=488/1142, 6-14=488/1142 BOT CHORD 11-12=-371/1035, 9-11=-469/1124, i8-9=-565/1162, 7-8=-565/1162 WEBS 2-12=-329/367, 2-11=-293/576, 3-11=-336/332, 4-9=-43/339, 5-8=0/322, 1-12=-515/1093, 5-7=-1383/668, 6-15=-1462/720 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,, ♦,� v�1US I� 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 8-2-8, Exterior(2R) ,♦ J. •......� E N'S+ •• �i0 ;�� .•'�C, �•••,�• 0 8-2-8 to 16-8-5, Interior(1) 16-8-5 to 19-5-8, Exterior(2R) 19-5-8 to 27-11-5, Interior(1) 27-11-5 to 31-1-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 34869 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ;� A to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •0 ► 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide � 1 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. i 0 •. �` 7) Refer to girder(s) for truss to truss connections. OR V•.•..�,•�;•.• 8) Bearing atjoint(s) 15 considers parallel to grain vilue using ANSI/TP1 1 angle to grain formula. Building designer should verify -`�,♦ capacity of bearing surface. / �I�,�O N A%� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) �����♦ 13=601,15=554. Jullus.Lee PE No.34869 .... MiTek USA, Inc. FL Ceft'6634 6904. 904 Parke East Blvd: Tampa FL 33610 We: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of lindividual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139596 2546517-PSLP-COLLINS A2 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.43U s May 12 2u21 MI I ek Incustnes, inc. Thu May 2/ 08:47:06 202 i rage i ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-DzupmtexOM9tlecM9iSCVUebVzG5APOjcFOUYnzCLoZ 6-10-0 10-2-9 14-9-7 1618-7 19-4-7 25-5-7 31-10-0 6-10-0 3-0-9 4-6-14 1-11: 2-8-0 6-1-1 6-4-8 5x6 = 46 = a nn 171-9 I 3 21 4 5x8 = 5x8 = 4x6 15 14 23 24 13 12 25 11 26 10 27 9 3x6 I I 5x8 3x6 = 3x4 = 2x4 I I 3x8 = 3x8 = Scale = 1:67.8 STP = op M 18 To d 6-10-14-9-7 4-7 5-5-17 31-10-0 7-11-7 i6-10-00 648 Plate Offsets (X Y)-- [3:0-3-0 0-2-0] [4:0-3-8 0-2-0] [5:0-4-0 0-3-4] [6:0-5-8 0-2-4] [8:0-6-12,Edge] LOADING (psf) SPACING- 2-0;-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.20 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.32 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.05 18 n/a n/a BCDL 10.0 Code FBC2020rrP]2014 Matrix-SH Wind(LL) 0.13 13 >999 240 Weight: 261 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E BRACING - TOP CHORD BOT CHORD WEBS JOINTS REACTIONS. (size) 15=Mechanical, 18=0-5-10 Max Horz 15=266(LC 11) Max Uplift 15=-601(LC 12), 18=-054(LC 12) Max Grav 15=1386(LC 17), 18=1428,(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10441675, 2-3=-1107/929, 3-4=-1106/908, 4-5=-11161872, 5-6=-1082/849, 6-7=-1366/909, 7-8=-359/237, 1-15=-1297/840, 9-17=-507/1133, 8-17=-507/1133 BOT CHORD 14-15=-265/273, 13-14=-448/1017, 111-13=-549/1133, 10-11=-582/1161, 9-10=-582/1161 WEBS 2-14=-433/539, 3-13=-253/583, 13-16=-340/269, 6-11=-55/280, 7-10=0/339, 1-14=-622/1117, 7-9=-1376/694, 8-18=-1461/734 Structural wood sheathing directly applied or 4-0-3 oc purlins, except end verticals. Rigid ceiling directly applied or 7-8-4 oc bracing. 1 Row at midpt 2-14, 3-14, 4-13, 7-11, 7-9 1 Brace at Jt(s): 16 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 10-2-9, Exterior(2E) 10-2-9 to 16-8-7, Interior(1) 16-8-7 to 19-4-7, Extefior(2R) 19-4-7 to 25-5-7, Interior(1) 25-5-7 to 31-1-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottorp chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 18 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of trus's to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=601,18=554. A`% LIIiS ••�.CENS 3486.9 Off• �i s : ���� Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904'Parke East Blvd: Tampa FL 33610 Date:. May 28,2021 ®WARNING -Verify design parameters and READ NOTESiON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ° Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling oft individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117Pl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply � T24139597 2546517-PSLP-COLLINS A3 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Plerce, FL - 34S40, ts.gau s may -tt tut! 1w i eK muubmeb, nru. r nu rvidy a uo.vr.uv cvc i rayo , ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-AL?aBZfBwzPaymkH7Ugbvjy4nvLeL903YVbcgzCLoX 6-10-0 12-fi-0 18 8-7 21 4-7 26-5-7 31-10-0 6-10-0 5-8-0 6-2-7 2-8-0 5-1-1 5�-8 4x6 = 46 STP = 3xo i, 3x4 = 3x8 = "�" 3x8 = 2x4 II 3x8 Scale = 1:71.0 6-10-0 12-6-0 21-4-7 26-5-7 31-10-0 r 6-10-0 5-8-0 8-10-7 5-1-1 5 4 8 Plate Offsets (X Y)-- [7:0-6-12 Edge] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.24 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.40 10-12 >942 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.05 16 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-SH Wind(LL) 0.07 10-12 >999 240 Weight: 246 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins, BOT CHORD 2x4 SP Ne.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. OTHERS 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 2-13, 2-12, 3-12, 4-12, 4-10, 6-8 REACTIONS. (size) 14=Mechanical, 16=0-5-10 Max Horz 14=316(LC 11) i Max Uplift 14=-601(LC 12), 16=-554(LC 12) Max Grav 14=1362(LC 17), 16=1364(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 2150 (lb) or less except when shown. TOP CHORD 1-2=-1012/640, 2-3=-1108/841, 3-4L-1094/823, 4-5=-1209/860, 5-6=-1377/864, 6-7=-322/206, 1-14=1254/814, 8-15=-543/1113, 7-15=-543/1113 BOT CHORD 13-14=3121323, 12-13=-423/1057, 110-12=616/1238, 9-10=-554/1029, 8-9=-554/1029 WEBS 2-13=-455/422, 2-12=-179/256, 3-12=-4171664, 4-12=-673/539, 4-10=-325/282, 5-10=-185/415, 6-10=-37/299, 1-13-569/1098, 6-8=-1290/704, 7-16=-1393/733 NOTES- Unbalanced e been 1; ive this design.=124mph; ,`"""",,���I 3 sec ndld std asdor ASCE 7-16roof 2) Wind: Vulta160mvh TCDL=4.2 sf; BCDL=5.0 sf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. 3UUS 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 12-6-0, Exterior(2E) ��� 12-6-0 to 18-8-7, Interior(1) 18-8-7 to 21-4-7, Extefior(2R) 21-4-7 to 27-4-7, Interior(1) 27-4-7 to 31-1-0 zone; cantilever left and right % ••�G E N S+ •••• exposed ;C-C for members and forces & MWFRS1for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 .••• V 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �� NO 34869 to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �. *• 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. .� 8) Bearing at joint(s) 16 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify �:Q, 1 Vie capacity of bearing surface. R s ...... 9) Providemechanical connection (by others) of trusts to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 14= 4111gAI 11% Julius Lee PE No.34369 WWII% Inc. FL,Celt6634 6904- Parke East Blvd: Tariipa FL 33610 We: May 28,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE Mll-7473 rev, 5119/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse withpossible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPN Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139598 2546517-PSLP-COLLINS A4 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 Mi I ek Industries, Inc. Thu May 27 08:47:09 202T rage i ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-eYZyOvgpgHXRc6Lxgq?v76G7pBHANoTAICF996zCLoW 6-10-0 12-6-0 20-8-7 23-4 7 2111-13 31-10-0 6-10-0 5-8-0 8-2-7 2-8-0 5-7-6 2-10-3 4x6 = 46 Scale=1:71.0 14 16 20 12 11 21 10 9 8 3x6 II 3x4 = 3x8 = 4x6 = 2x4 11 3x8 = 5x6 = 6-1 5-7-6 ' 2-10-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.18 10-12 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.33 10-12 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.79 Horz(CT) 0.04 16 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix-SH Wind(LL) 0.08 10-12 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-4: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 14=Mechanical, 16=0-5-10 Max Horz 14=290(LC 11) Max Uplift 14=-593(LC 12), 16=-561(�C 12) Max Grav 14=1358(LC 17), 16=1328(LC 18) STP = 16 PLATES GRIP MT20 244/190 Weight: 247 lb FT = 20% Structural wood sheathing directly applied or 4-3-11 cc purlins, except end verticals. Rigid ceiling directly applied or 6-10-5 cc bracing. 1 Row at midpt 2-13, 2-12, 4-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1009/645, 2-3=-1097/851, 3-4-1118/788, 4-5=-1191/761, 5-6=-1349/764, 8-15=-708/1313, 7-15=-708/1313, 1-14=-1251/821 BOT CHORD 13-14=-286/302, 12-13=-474/1039, i10-12=-715/1324, 9-10=-714/1329, 8-9=-407/705 WEBS 2-13=-453/423, 2-12=-181/259, 3-12=-300/631, 4-12=-723/479, 4-10=0/299, 4-9=-650/371, 5-9=-156/404, 6-9=-245/601, 1-13=-566/1090, 6-8=-1295/813, 7-16=-1341 /709 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 12-6-0, Exterior(2R) 12-6-0 to 18-6-0, Interior(1) 18-6-0 to 23-4-7, Exterior(2E) 23-4-7 to 28-11-13, Interior(1) 28-11-13 to 31-1-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component, 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 1 8) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of trus's to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 14=593,16=561. 1 r;♦♦,,,, �U S„II ,4FJ# No 3.486.9 00 Z ; *. 0. 00 /QN A F C �♦ Jullus Lee PE No.34869 MITek US11, Inc. FL Celt 604 6904•Parke East Blvd: Tampa.F11_33610 Date:, May 28,2021 ®WARNING -Verify design parameters and READ NOTESI ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of. Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139599 2546517-PSLP-COLLINS A5 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 31945, 8.430 s May 12 2021 MiTek Industries, Inc. I hU May zi 08:4in i 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1DDzhdnl-awhipai3Cun9rQVJyF1NCXLTZ_zOrjaTIWkFD zCLoU 6-10-0 12-6-0 17-7.4 22-8-7 25�-7 26-11-1 31-10-0 6-10-0 5-8-0 5-1 4 5-1 4 2-8-0 1-7-6 4-10-3 4x4 = Scale=1:71.0 4x6 16 115 21 14 22 13 12 11 23 24 10 3x6 I I 3x4 = 3x8 = 3x6 = 3x4 = 3x4 = 5x6 = 6-10-0 4-10-3 STP = 17 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.20 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.34 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.03 17 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.08 12 >999 240 Weight: 263 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-6 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-3 oc bracing. OTHERS 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 2-15, 2-14, 3-14, 4-14, 5-12, 6-10 REACTIONS. (size) 16=Mechanical, 17=0-5-10 Max Harz 16=-267(LC 10) Max Uplift 16=-574(LC 12), 17=587(LC 12) Max Grav 16=1345(LC 17), 17=1349(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1001/617, 2-3=-1063/813, 3-4=-1049/802, 4-5=-1331/832, 5-6=-1303/746, 7-8=-415/262, 10-17=-490/1048, 8-I 7=-301/252, 1-16=-12421787 BOT CHORD 15-16=-262/283, 14-15=-514/1017,;12-14=-625/1160, 11-12=-710/1300, 10-11=-551/958 WEBS 2-15=-432/412, 3-14=-431/667, 4-14=-713/473, 4-12=-65/397, 5-12=-293/137, 5-11=-545/463, 6-11=-410/914, 6-10=-1195/701, 1-15=-538/1078 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1A2 to 12-6-0, Exterior(2R) 12-6-0 to 18-6-0, Interior(1) 18-6-0 to 25-4-7, Exterior(2E) 25-4-7 to 26-11-6, Interior(1) 26-11-6 to 31-2-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of trusts to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 16=574,17=587. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �,0,N Av- Julius Lee PtNo.34869 Mlrek USA, Inc. FL Cert'6634 6904, Parke East Blvd: Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTESI ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properlyincorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI11"PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply I T24139600 2546517-PSLP-COLLINS A6 iRoof Special 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fart Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May'2f 08:4/:i2 2021 Page 1 i I D: U2gjK7ewtWMF6fnO4jG 1 DDzhdnl-27F50wjhzCvOTa3W WzYclluiCOGKaCoc_ATpIRzCLoT 5-5-12 10-8-0 14-0-0 19-2-4 24-6-6 31T8-0 5-5-12 5-2 4 3 4-0 5-2-4 5�-2 7-1-10 ST1. 3xE 16 4x6 = 4x6 = F-- I o 21 4 3x6 3x4 = 3x4 = 3x4 = 4Xb 3x4 = 3x6 = 3x4 II = , 5-5-12 5-4-2 7-1-10 STP = 18 Scale = 1:67.6 I9 LOADING (psf) SPACING- 2-OrO CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.32 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.50 10-12 >743 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.05 18 n/a n/a BCDL 10.0 Code FBC20201rP12014 MatrixSH Wind(LL) 0.28 10-12 >999 240 Weight: 257 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins, BOT CHORD 2x4 SP No.2 'Except' except end verticals. 11-15: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. WEBS 2x4 SP No.3 "Except' WEBS 1 Row at micipt 2-14, 5-12, 7-9 1-16; 2x6 SP No.2 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL OTHERS 2x8 SP 2400E 2.0E LOADS IMPOSED BY SUPPORTS (BEARINGS). REACTIONS. (size) 16=0-5-10, 18=0-5-10 Max Horz 16=231(LC 11) Max Uplift 16=-582(LC 12), 18=-563(LC 12) Max Grav 16=1366(LC 17), 18=1294(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-917/549, 2-3=-1109/820, 34= 945/801, 4-5=-1128/832, 5 6=-1505/860, 6-7=-1335/703, 15-16=-1366f782, 1i-15=-12811784 BOT CHORD 14-15=-255/276, 13-14=-487/930, 12-13=-498/1018, 10-12=-696/1287, 9-10=-720/1357 WEBS 2-14=-691/542, 2-13=-147/537, 4-12=-1741397, 5-12=-813/502, 5-10=-39/444, 6-9=-861/625, 7-9=-821/1567, 1-14=-576/1054, 7-18=-1305/688 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 6-2A2, Interior(1) 6-2-12 to 10-8-0, Exterior(2E) 10-8-0 to 14-0-0, Exterior(2R) 14-0-0 to.20-0-0, Interior(1) 20-0-0 to 30-11-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. I 4) Provide adequate drainage to prevent water ponding. live load nonconcurrent with an other live loads. 5) This truss has been designed fora 10.0 psf bottom chord I I d y 6) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing atjoint(s) 16, 18 considers parallel to grain value using ANSI1TP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 16=582,18=563. ,,� 4,- ••`O E NSF••• •• o 3486.9 oi .o • •� Julius Lee PE No.34869 MiTek USA, Inc. FL Certi IM 6904 Parke East Blvd: Tampa FL 33610 Date: May 28,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse withipossible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139601 2546517-PSLP-COLLINS A7 Hip 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:13 2021 Page 1 I D: U2gjK7ewtW MF6fnO4jG 1 DDzhdnl-WJpTEGjKkV1 t4jei3g4rlyRtGoe5JiCIDgDM ItzCLOS 4-5-12 8 8-0 16-0-0 21-8-4 27-8-0 4-5-12 4-2� 7 4-0 5-84 5-11-12 1 ST1. 2x4 13 4x6 = 5x8 = 6.00 F12 5x8 = 3x8 = """ 3x4 = 2x4 11 3x8 = 8-8-0 STP = 15 Scale = 1:60A LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2020frP12014 CSI. TC 0.70 BC 0.81 WB 0.42 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) -0.22 11-12 >999 360 Vert(CT) -0.36 11-12 >911 240 Horz(CT) 0.06 15 nla n/a Wind(LL) 0.04 8-9 >999 240 PLATES GRIP MT20 244/190 Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. 1-13: 2x6 SP No.2 WEBS 1 Row at midpt 3-11, 4-11, 5-9, 2-12, 5-7 OTHERS 2x8 SP 240OF 2.0E VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL REACTIONS. (size) 13=0-5-10, 15=0-5-10 1 LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Horz 13=217(LC 11) Max Uplift 13=-522(LC 12), 15=-474(LC 12) Max Grav 13=1226(LC 17), 15=12251(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-911/644, 3-4=-799/634, 4-5=-1035/706, 5-6=274/193, 12-13=-1226/694, 7-14=-418/980, 6-14=-418/980 1 BOT CHORD 1 1A 2=-286f714, 9-11=-351/884, 8-9=-424/856, 7-8=424/856 WEBS 2-11 =-1 26/529, 4-11=-291/139,4-91---31/334, 5-8=0/304, 2-12=-1071/670, 5-7=-1112/544, 6-15=-1243/625 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,��IILIIIIII,�� �I,160mph 2) Wind: ASCE 7-16; Vult= (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. ,t� Jv ..:,•`� e �i� 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 8-8-0, Exterior(2E) ,�� •'�G'E'l�l s+'•,� F 8-8-0 to 16-0-0, Exterior(21R) 16-0-0 to 24-5-13, Interior(1) 24-5-13 to 26-11-0 zone; cantilever left and right exposed ;C-C for ♦ • V •; �� members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 34869 •• 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific •� to the use of this truss component. 4) Provide adequate drainage to prevent water pondiing. 5) This truss has been designed for 10.0 bottom live load live loads. a psf chord nonconcurrent with any other 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide: will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 13, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ��j�. capacity of bearing surface. ••:� R; :•' `�,�� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) N A 13=522, 15=474. I,,�11 Julius LeefE No.34869 MiTek.USA, Inc. FL Cert 6634 690.4•Parke East Blvd: Tampa FL33610 Date: May 28,2021 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling ofllndividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2$70 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139602 2546517-PSLP-CCLLINS A8 Hip 1 1 Jab Reference (optional) Builders FirstScurce (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 Mil eK Industries, Inc. Thu May 21 08:47:14 2021 rage 1 --0 I D: U2gjK7ewtW M F6fnO4jG 1 DDzhdnl--VNrRckyVp9kitDudOb4gAz?bCy?26MvRUyvgJzCLoR 6-8-0 24-0 80-0 22-84 21-8- 58 84-16-8-0 50 4 1-102 ST1. 3x6 5x81= 2x4 11 5x8 = 6.00 12 16 2 17 18 3 19 4 3x6 — 30 = 3x8 = ---- 3x4 = nxo — STP = 15 Scale=1:56.4 6-8-0 1211 18-0-0 27-8-0 6-8-0 5-8-0 5-8-0 9-8-0 Plate Offsets (X Y)— [1:0-1-12 0-1-8] [2:0-6-0 0-2-8] [4:0-6-0 0-2-8] [6:0-6-12 Edge] LOADING (psf) SPACING- 2-6-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 i25 TC 0.86 Vert(LL) -0.28 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.i25 BC 0.89 Vert(CT) -0.47 7-8 >699 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Hdrz(CT) 0.03 15 n/a n/a BCDL 10.0 Code FBC20201FPI20114 Matrix-SH Wind(LL) 0.05 8-10 >999 240 Weight: 216 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-13: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (size) 13=0-5-10, 15=0-5-10 Max Horz 13=173(LC 11) Max Uplift 13=-522(LC 12), 15=-474�LC 12) Max Grav 13=1187(LC 17), 15=121 O(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-862/540, 2-3=-938/729, 3-4=-938/729, 4-5=-1075/681, 5-6=-274/165, 12-13=-1187/697, 1-12=-1086/723,,17-14=-456/991, 6-14=-456/991 BOT CHORD 10-11=-294/803, 8-10=-371/887, 7-8=-405/730 WEBS 2-11=-337/361, 2-10=-284/529, 3-1',0=-347/360, 5-8=-61/360, 1 -11 =-448/913, 5-7=-977/590, 6-15=-1226/635 Structural wood sheathing directly applied or 5-1-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-11-9 do bracing. 1 Row at midpt 2-11, 3-10, 4-8, 5-7 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 6-8-0, Exterior(2R) 6-8-0 to 15-1-13, Interior(1) 15-1-13 to 18-0-0, Extedor(2R) 18-0-0 to 26-5-13, Interior(1) 26-5-13 to 26-11-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 13, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 13=522,15=474. I .`� •• G:E. 3486.9 r �•fl •Irt Al, - .11 P Julius Leeff No.34869 MiTek USA, Inc. FL,Cert 6634 690.4• Pirko East Blvd: Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of, individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply j T24139603 2546517-PSLP-COLLINS A9 Hip 1 1 Job Reference (optional) 5x8 = 6.00 12 2x4 II 5x8 = 15 16 3 17 18 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek industries, Inc. Thu May 27 08:4 A 6 202i rage i I D: U2gjK7ewtWMF6fnO4jG1 DDzhdnl-xuUbslmCl QPSxBN H IodYvb3OE7j8WyfCvoROUCzCLoP 4-8-0 1 12-4-0 20-0-0 27-M 4-8-01 7-8-0 7-8-0 7-8-0 3x8 ST1. STP = 14 3x6 = ax4 I 4-8-0 , 12-4-0 , 20-0-0 , 27-8-0 4-8-0 7-8-0 7-8-0 7-M Plate Offsets (X Y)— [2:0-6-0 0-2-8] [4;0-6-0 0-2-8] [5:0-10-4 Edge] Scale = 1:53.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.10 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.17 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2020fTP1201�1 Matrix-SH Wind(LL) 0.05 9 >999 240 Weight: 207 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 4-5: 2x6 SP No.2 j BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 1-12: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (size) 12=0-5-10, 14=0-5-10 Max Horz 12=130(LC 11) Max Uplift 12=-523(LC 12), 14=-473(LC 12) Max Grav 12=1182(LC 17), 14=1169(LC 18) Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-4-3 oc bracing. VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-738/438, 2-3=-1078/742, 34=-1079/741, 4-5=-1 069/580,11-12=-1182/683, 1 -11 =-1 136/693 BOT CHORD 9-10=-227/687, 7-9=-393/855 WEBS 2-10= 477/451, 2-9= 402/735, 3-9=�66/479, 4-9=-168/361, 4-7=-192/256, 1-10=493/955, 5-7=-341/810, 5-14=-1191/618 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 4-8-0, Exterior(2R) 4-8-0 to 13-1-13, Interior(1) 13-1-13 to 20-0-0, Exterior(2E) 20-0-0 to 26-11-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOS=1.60 3) Building Designer / Project engineer responsible fdr verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water pondipg. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 12, 14 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=523, 14=473. S•1(F�i��i • 34.869 .00 � O 10 P. �. �i .. %'.• �.R.NA1-E���� Juiiustee PE No.34869 Welk OSA, inc. FL Cert'6634 6900arke' East Blvd: TarilpaFL 33610 Date: May 28,2021 i ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss 1 Truss Type City Ply I T24139604 2546517-PSLP-COLLINS A10 Hip 1 1 Jab Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:05 2021 Page 1 I D: U2gjK7ewtW M F6fnO4jG 1 DDzhdnl-ImKRYXdld2107V1 Ab?wzzG6XJavM R4RaNbHxOLzCLoa 2-8-0 9-1-5 15-6-11 22-0-0 27-M 2 8-0 6-5-5 6-5-5 6-5-5 5-8-0 6.00 FIT 4x4 = 3x8 i 14 3x4 = 3x6 = 3x4 = 5x6 3 17 4 18 5 19 6 = Scale = 1:53.7 rvA = 3x6 = aao i STP = m N h 16 To , 2- :p ' 124-0 22-M 27-M 2-8-0 1 9-8-0 9-8-0 5-8-0 Plate Offsets (X,Y)— [6:0-3-0 0-2-0), [7:0-104,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.23 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.38 9-11 >864 240, BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.05 16 n/a n/a BCDL 10.0 Code FBC2020/TPI201' Matrix-SH Wind(LL) 0.05 11 >999 240 Weight: 203 lb FT = 20% LUMBER- ! BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, 6-7: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 `Except BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. 10-13: 2x4 SP No.1 WEBS 1 Row at midpt 3-12, 5-9 WEBS 2x4*Except*VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 1: 2x6 SP S LOADS IMPOSED BY SUPPORTS (BEARINGS). 2.OE OTHERS 2x8 SP 2400E .0 REACTIONS. (size) 14=0-5-10, 16=0-5-10 Max Harz 14=86(LC 11) Max Uplift 14=-523(LC 12), 16=-473(LC 12) Max Grav 14=1173(LC 17), 16=1161(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-530/275, 2-3=-472/295, 3-5=-1231/680, 5-6=-863/526, 6-7=-984/509, 13-14=-1173/664, 1-13=-1231/636 BOT CHORD 11-12=-500/1092, 9-11=-595/1187 WEBS 3-12=-927/560, 3-11=-63/408, 5-9=-568/323, 1-12=-516/1064, 7-9=-375/855, 7-16=-1178/585 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 2-8-0, Exterior(2R) 2-8-0 to 11-1-13, Interior(1) 11-1-13 to 22-0-0, Exterior(2E) 22-0-0 to 26-11-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO�=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water pondng. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Bearing at joint(s) 14, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 14=523,16=473. ous N 34869 ,I'r"1111111'11, 01,, Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd: Tarirpa l_ 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M[TEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/PPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply I T24139605 2546517-PSLP-COLLINS B1 Hip 1 1 Jab Reference (optional) Builders rlrstsource (tort Fierce), tort mefce, tL - 34`J40, 0.40a 5 IVldy I L LVL I IVII I — I IUU L—b, n10. , I IU ' l y — u 1n90 1 I0:U2gjK7ewtWMF6fnO4jG1DDzhdnl-P42z4emgokXJZLyTIW8nSobXAP7TFPsL8SBaRezCLoO 1-0- 6-8-15 13-0-0 16-3 6 20 6-6 283-3 3%M 3 -10 0 -0- 6-8-15 623'rl 3-3-6 4-3-0 7-8-13 7-8-13 0-10- 5x8 = 2x4 11 4x6 = 2x4 11 3x6 = 3x4 = 5x6 — 4 5 22 23 6 24 7 25 8 26 9 10 4x6 = 2x4 11 416 4x12 = 2x4 11 3x4 I I 6x8 = 7x10 = 6-8-15 13 0-0 16-3-6 20' 283-3 _ _ , 36-10-C 6-8-15 6-3-1 3-3-6 4-3-0 7-8-13 8-6-13 I ST1.5x8 STP = 6x8 = Scale = 1:68.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP120114 CSI. TC 0.71 BC 0.78 WB 0.89 Matrix-SH DEFL, Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.21 11-12 >999 360 -0.36 11-12 >999 240 OA 1 11 n/a n/a 0.24 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 247 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 5-16,6-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14, 9-12, 9-11 REACTIONS. (size) 2=0-7-10, 11=0-5-10 Max Horz 2=384(LC 12) Max Uplift 2=-752(LC 12), 11=-706(LIC 12) Max Grav 2=1706(LC 17), 11=1563(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2971/1433, 3-4=-2312/1209, 45=-2489/1412, 5-6=-2410/1362, 6-8=-2400/1359, 8-9=-1576/888 BOT CHORD 2-19=-1567/2656, 17-19=-1567/2656, 14-15=-1396/2500, 6-14=-340/346 WEBS 3-19=0/280,3-17=-719/482,15-17=-1125/2058,4-15=-557/962,12-14=-800/1381, 8-14=-627/1019, 8-12=-1005/825, 9-12=-993/1847, 9-11=-1441/1058 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Exterior(2R) 13-0-0 to 21-5-13, Interior(1) 21-5-13 to 36-0-0, Exterior(2E) 36-0-0 to 36-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=752, 11=706. jt11.111811ri1, '00 ` ICI • 34$6,9 r i r � � r Jullus.Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904- Parke East Blvd: Tampa FL 33610 We: May 28,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE.° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 26.70 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139606 2546517-PSLP-COLLINS B2 Half Hip 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MI I eK inaustnes, Inc. I nu May z/ 08:4r:18 2021 rage 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-tGcMH_nSZ2fABVXfsDfO?08fgpK3_sXUM6w7z5zCLoN 1-0 5-8-15 11-0-0 18-8-14 24-8-1 30-7-5 36-10-0 0- 5 8-15 5-3-1 7 8-14 5-11-3 5-11-3 6-2-11 Scale = 1:66.0 5x8 = 2x4 11 3x6 = 3x4 = 3x4 = 2x4 II 4 21 5 22 6 7 8 23 9 4x6 = 2x4 II 6x8 = 3x4 II V^V 2x4 II 3x6 II 4x6 = 27-7-11 7-8-14 LOADING (psi] TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.91 BC 0.89 WB 0.86 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.20 14-15 >999 360 -0.47 14-15 >926 240 0.17 10 n/a n/a 0.28 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 214 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 4-6: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. 5-16: 2x4 SP No.3, 14-15: 2x4 SP No.1 WEBS 1 Row at midpt 15-17, 8-12 WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-5-8, 2=0-7-10 Max Horz 2=348(LC 12) Max Uplift 10=-701(LC 12), 2=-758(LC 12) Max Grav 10=1344(LC 1), 2=1418(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2513/1427, 3-4=-2126/1286, 45=-2712/1736, 5-7=-2723/1729, 7-8=-2010/1160, 10-12=-1309/797 BOT CHORD 2-18=-1535/2183, 17-18=-1535/2183, 5-15=-404/436, 14-15=-1461/2373, 13-14=-924/1516,12-13=-924/1516' WEBS 3-17=-453/393, 15-17=-1159/1750, 4-15=-612/1012, 7-15=-336/445, 7-14=-668/554, 8-14=-433/909, 8-12=-1855/1152 NOTES- ,,1��11111f/ICI ,, J_1IJ:S 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2R) ,%��J. �� .••�:G E N'S •• ��� 11-0-0 to 195-13, Interior(1) 19-5-13 to 36-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for ��� V F••'.� �� reactions shown; Lumber DOL=1.60 late grip DOL=1.60 P 9 P 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific • � :� 9 _;_ • A 3486 to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. �. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for live load 26.0psf the bottom in where 3-6-0 tall by 2-0-0 wide �;�. :(/ a of on chord all areas a rectangle • will fit between the bottom chord and any other members. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) ,�� Q .�(�'���. 10=701, 2=758. 1 • Sri •.•••.w�Y_i�, '•'�IIILIIT�`" Julius Lee PE No.34869 Welk USA, Intl. FL Cert 6634 6904 Padre East Blvd: Tampa FL83610 Date:, May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply T24139607 2546517-PSLP-COLLINS B3 Half Hip 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:19 ZU21 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-LTAkUJo4KLoOoe6sQxAFXDhtHDg2j[pebmggVXzCLoM 1-0 4 8-15 9-0-0 13-10-7 18 8-14 24-8-1 30-7-5 36-10-0 0- 4 8-15 4-3-1 4-10-7 4-10-7 5-11 3 5-11-3 6-2-11 i Scale = 1:66.0 1.lLMrMl 5x8 — 3x4 = 2x4 II 4x6 = 3x4 = 3x6 — 2x4 II i 4 5 22 623 7 8 9 24 10 ST1.5x8 STP = 20 18 17 5x8 = 12 11 4x6 = 3x4 3x6 = 5x8 = 2x4 I I 2x4 11 3x6 11 5x6 = 36-10-0 31136] LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.73 BC 0.84 WB 0.92 Matrix-SH DEFL. Vert(ILL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.27 15-16 >999 360 -0.59 15-16 >738 240 0.20 11 n/a n/a 0.38 15-16 >999 240 PLATES GRIP MT20 244/190 Weight: 207 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-10 oc purlins, BOT CHORD 2x4 SP No.2 "Except` I except end verticals. 6-17: 2x4 SP No.3, 15-16,13-15: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-13 REACTIONS. (size) 11=0-5-8, 2=0-7-10 Max Horz 2=292(LC 12) Max Uplift 11=-693(LC 12), 2=-766(LC 12) Max Grav 11=1344(LC 1), 2=1418(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2459/1493, 3-4=-2257/1357, 4. 5=-2515/1602, 5-6=-3407/2089, 6-8=-3454/2111. 8-9=-2570/1450,11-13=-1309I783 ' BOT CHORD 2-20=-1511/2124, 18-20=-1269/1974, 6-16=-284/276, 15-16=-1831/3040, 14-15=-1155/1934, 13-14=-1155/1934 WEBS 3-20=-260/324, 4-20=-79/337, 4-18'-458f742, 5-18=-9471675, 16-18=-151612426, 5-16=-610/1121, 8-16=-326/480, 8-15=-738/597, 9-15=-463/997, 9-13=-2189/1331 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2R) 9-0-0 to 17-5-13, Intedor(1) 17-5-13 to 36-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 2l].Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will- fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 11=693,2=766. 0,j�I1111,,I/��I �e • 348600 :�• T , 4��,Lurw •��` Julius Lee PE No.34869 Mrrek USA, Inc. FL Cert 604 6904 Parkli East Blvd: Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES QN THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139608 2546517-PSLP-COLLINS B4 Half Hip Girder 1 Job Reference (optional) h3ui aers tlr3[SOUrce (tort tierce), tort coerce, t-L - 04a40, 0.43U S May I L ZU41 IVII I UK IIIUU 110b, u— , — —Y a V0.9 r.cU cvc i �ayc i ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-DEPFKhrbNaISHGPdfnFBh3rX_gOKf85EWOeuelzCLol 18-8-14 0-7 ' 5-10-7 15-9-15 5-11-11 6-3-7 Scale = 1:65.8 Special NAILED NAILED NAILED NAILED NAILED 5x8 = 3x8 = 2x4 I 4x6 = 3x4 = 3x8 = 5x6 rr = NAILED NAILED NAILED NAILED NAILED NAILED NAILED n NAILED NAILED ^ ST1.5x8 STP = 21 34 20 35 19 36 37 187x10 = NAILED 3xS = NAILED 4x6 = 5x6 = NAILED 11 lu 3x6 = 2x4 II 4x6 —_ 5x8 = NAILED NAILED 3x4 II NAILED NAILED NAILED NAILED 2x4 II 33x66 II Special NAILED NAILED NAILED NAILED 24-6-13 7-0-0 6-3-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1:25 TC 0.88 Vert(LL) -0.51 16-17 >846 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 16-17 >451 240 BCLL 0.0 Rep Stress [nor NO WB 0.71 Horz(CT) 0.24 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.84 16-17 >518 240 Weight: 399 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 'Except' BOT CHORD 2-20,15-17: 2x4 SP No.1, 5-18: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' 9-10: 2x6 SP No.2, 17-19,9-14,7-17,8,-16,11-13: 2x4 SP No.2 REACTIONS. (size) 10=0-5-8, 2=0-7-10 Max Harz 2=237(LC 8) Max Uplift 10=1797(LC 8), 2=-1818(LC 8) Max Grav 10=2895(LC 25), 2=2942(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-563613403, 3-4=-7186/4359, 4' 5=-10541/6419, 5-7=-10753/6540, 7-8=-9555/5808, 8-9=-6011 /3683, 10-12=-2825/1791I, 9-12=-2773/1796 BOT CHORD 2-21=-3085/4941, 19-21=-3096/4968, 18-19=-375/667, 5-17=-596/573, 16-17=-5808/9555, 14-16=-3683/6011 WEBS 3-21 =-281 /677, 3-19=-1479/2667, 4-19=-2232/1622, 17-19=4044/6618, 4-17=-2259/3681, 9-14=-3898/6354,7-17=-797/1305,8-14=-2185/1535,7-16=-1119/875,8-16=-2316/3861 1 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 5-6-8 oc bracing. "Special" indicates special hanger(s) or other connection device(s) required at location(s)shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 017-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies', except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 10=1797, 2=1818. 9) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 318 lb down and 340 lb up at 7-0-0 on top chord, and 452 lb down and 364 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Id US � Lg6-- i • i 34869 � • r 40 8811111,10 Jul(us:Lee PE No.34869 MiTek, USA; Inc. FL Cef3 6634 690.4, Parke East Blvd: Tampa FL 33610 We: 'ontinued on page 2 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51IM020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 May 28,2021 Job Truss Truss Type Qty Ply T24139608 2546517-PSLP-COLLINS B4 Half Hip Girder 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL-34945, t5.43U s May 12 zUz7 mi I eK Incustnes, Inc. I nu May z/ Ud:4/:z3 zuzl rage z ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-DEPFKhrbNaISHGPdfnFBh3rX_gOKf85EWOeuelzCLol LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 2-18=-20, 13-17=-20, 10-11=-20 Concentrated Loads (lb) Vert: 3=-136(F) 6=-93(F) 21=-436(F) 19=-57(F) 4=-107(F) 22=-107(F) 23=-107(F) 24=-107(F) 25=-107(F) 26=-93(F) 27=-93(F) 28=-93(F) 29=-93(F) 30=-93(F) 31=-93(F) 32=-93(F) 33=-107(F) 34=-57(FI) 35=-57(F) 36=-57(F) 37=-57(F) 38=-74(F) 39=-74(F) 40=-74(F) 41=-74(F) 42=-74(F) 43=-74(F) 44=-74(F) 45=-74(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119Q020 BEFORE USE, Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss I Truss Type Qty Ply T24139609 2546517-PSLP-COLLINS C1 Half Hip 1 1 Jab Reference optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2u21 MI I ex Inoustnes, Inc. I nu May z/ uu:4rz4 zuzl rage 1 I D: U2gjK7ewtW MF6fnC4jG1 DDzhdnl-iQzdY1 sD8uQJvQ_pDUmQEHOkTEUNOhHN12NRBkzCLoH 6 2 8 12-6-13 18-11-2 6-2-8 6-4-5 64-5 i 5x6 3x4 11 2x4 = 10 6;00 12 4x6 = 3x4 = 3x4 = 3 12 13 4 axa 6.4-5 2x4 = I IT 11 18-11-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1:25 TC 0.77 Vert(LL) -0.06 5-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.10 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.33 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code FBC2020TTPI2014 Matrix-SH Wind(LL) 0.03 8-9 >999 240 Scale = 1:52.6 PLATES GRIP MT20 2441190 Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-5 cc bracing. WEBS 1 Row at midpt 4-11, 2-8. 3-8, 3-6, 4-6 REACTIONS. (size) 10=Mechanical, 11=0-3.81 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max Horz 10=170(LC 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Uplift 10=-277(LC 12), 11=-419(LC 12) Max Grav 10=837(LC 17), 11=862(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-558/366, 2-3=473/437, 34=-465/367, 5-11=-862/593, 4-5=-734/617, 9-10=-837/460, 1-9=-744/498 BOT CHORD 8-9=-294/115, 6-8=-367/465 WEBS 2-8=-144/275, 3-6=-365/566, 4-6=-612/764, 1-8=-196/519 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-2-8, Exterior(2R) 6-2-8 to 14-8-5, Interior(1) 14-8-5 to 18-9-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss) to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 10=277,11=419. ��{111.1111�� '*4i No 34869 •: ' r • • r r � mius.Lee PE No.34869 Welk USA, Inc. FL Cert 6634 6909,' Padre East Blvd: Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE.° Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses) and truss systems, see ANS11l`Pl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply T24139610 2546517-PSLP-COLLINS C2 Half Hip 1 1 Job Reference (optional) Builders FirslSource (Fort Pierce), Fort Pierce, FL-34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:25 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-AdX?INtrvBYAXZZOmBHfnUxw8en678bWzi7?jBzCLoG 4-2 8 11-6-13 18-11-2 4-2-8 7.4-5 7-4-5 6.00 12 3x6 4x6 = 3x4 = 3x4 = i 2 3 12 13 4 Scale = 1:46.7 5 0 3x4 11 2x4 = 8 14 7 6 15 2x4 = o0 10 3x8 = 3x6 = 3x4 = 11 4-2 8 11-6-13 18-11-2 4-2-8 7-45 7-4-5 Plate Offsets (X Y)— [10:0-1-0 0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 i25 TC 0.64 Vert(LL) -0.10 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.16 5-6 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.33 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2020ITP120114 Matrix-SH Wind(LL) 0.02 6-8 >999 240 Weight: 138 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (size) 10=1viechanical, 11=0-3-8: Max Horz 10=114(LC 12) Max Uplift 10=-303(LC 12), 11=-393(LC 12) Max Grav 10=825(LC 17), 11=844(LC 17) Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 9-1-12 oc bracing. 1 Row at midpt 4-11, 3-8, 4-6 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-478/329, 2-3=-414/374, 3-4=-564/408, 5-11=-844/524, 4-5=-698/551, 9-10=-825/486, 1-9=-781/514 BOT CHORD 6-8=-408/564 WEBS 2-8=-135/253, 3-8=-278/114, 3-6=-308/501, 4-6=-5791785, 1-8=-310/594 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4-2-8, Exterior(2R) 4-2-8 to 12-8-5, Interior(1) 12-8-5 to 18-9-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of trusil to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 10=303, 11=393. t11111111il��, •� f 3486.9 ; r 1 � i i • R1�P'•N Julius Lee PE No.34669 ,MiTek.USA; Inc. FL Ceit6634 690.4' Parke East Blvd: Tampa FL 33610 We: May 28,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �a a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses) and truss systems, see ANS11TPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply I T24139611 2546517-PSLP-COLLINS C3 Half Hip 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 6.43U S May 1 L 2U21 mi I eK Inaustnes, Inc. I nu May z1 Ud:4/:Lo zuzi rage 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-ep5NyjtUgVgl8j8CKvouJiT4gl2rsXYgCMsYFdzCLoF 3-0-0 10-9-13 18-11-2 3-M 7-9-13 8-1-5 5x6 6.00 FIT 2x4 II 3x6 = 2x4 3x4 II 5x6 II 1-0-0 10-9-13 18-11-2 -0-0 7-9-13 8-1-5 Plate Offsets (X Y)— [2:0-3-0 0-2-01, [6:0- 4-0 0-3-4j [8:0-1-0,0-1-41 2x4 = Scale = 1:43.1 I9 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.72 Vert(LL) -0.47 6-7 >473 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.76 6-7 >293 240 BCLL 0.0 * Rep Stress Incr YES WB 0.60 Horz(CT) 0.10 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.04 6-7 >999 240 Weight; 127lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-7: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 1-8: 2x4 SP No.2 REACTIONS. (size) 8=Mechanical, 9=0-3-8 Max Horz 8=80(LC 12) Max Uplift 8=-317(LC 12), 9=-378(LC 12) Max Grav 8=840(LC 17), 9=823(LC 17) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-643/428, 3-4=-643/429, 5-9=-823/486, 4-5=-685/513, 7-8=-840/497 BOT CHORD 6-7=-317/294 WEBS 2-6=-155/502, 3-6=-497/567, 4-6=-554/821, 2-7=-578/498 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-9, 4-6 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-0-0, Exterior(2R) 3-0-0 to 11-5-13, Interior(1) 11-5-13 to 18-9.6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible fo;r verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 26.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=317, 9=378. (F •� Aft No 34869 ♦ 'XON ♦. �. 10 NAL?��� Julius Lee PE No.34869 MiTek USA, Inc. FL Cert'6634 6904 ParW East Blvd: Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES 01N THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE.° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trussesland truss systems, see ANSUTF11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 267,0 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T24139612 2546517-PSLP-COLLINS C4 Half Hip 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, I-L - 1-0-0 1 6-0. 6.00 12 3x4 II 3x6 = 2x4 11 2 1 9 3x8 = 3x4 = 3 6.43U s may iz zuzl mi i eK mausur es, Inc. i nu may zt uo:4t:zt zuzl rage -I ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-6?fIA3u6RpoumtjOucK7svOFyRQOb3gpROc5n3zCLoE 18-11-2 6-0-11 5x6 = 11 4 13 14 7 15 16 6x8 = 9-5-9 18-11-2 9-5-9 9-5-9 2x4 II 12 5 15 10 3x8 = Scale = 1:41.9 m m Plate Offsets (X Y)--[2:0-3-0,0-2-0],[4:0-3-0,0-3-0],� [6:04-8,0-1-81, [7:0-4-00-0-4],[8:0-4-8,0-1-8],[9:0-1-0,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 IF5 TC 0.75 Vert(LL) -0.20 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.35 6-7 >646 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.10 10 n/a nla BCDL 10.0 Code FBC2020/TPI201i4 Matrix-SH Wind(LL) 0.02 7 >999 240 Weight: 118 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. WEBS 1 Row at midpt 4-6. 3-8 REACTIONS. (size) 9=1viechanical, 10=0-3-8 Max Harz 9=25(LC 12) VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max Uplift 9=-339(LC 12), 10=-356(L 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Grav 9=804(LC 17), 10=795(LCI17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=-696/357, 6-10=-795/431, 8-9=-804/508 BOT CHORD 7-8=-420/569, 6-7=-359/566 WEBS 4-7=0/300, 4-6=-758/501, 3-7=0/301,, 3-8=-747/517 NOTES- 1) Unbalanced roof live loads have been considered 2) Wind: ASCE 7-16; Vult=160mph (3-second gust)' II; Exp C; Encl., GCpi=0.18; MWFRS (directional) 9-5-13 to 18-9-6 zone; cantilever left and right exr DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible f to the use of this truss component. 4) Provide adequate drainage to prevent water pond 5) This truss has been designed for a 10.0 psf bottor 6) * This truss has been designed for a live load of 2 will fit between the bottom chord and any other ml 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 10 considers parallel to grain vE capacity of bearing surface. 9) Provide mechanical connection (by others) of trus 9=339,10=356. r this design. sd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat d C-C Exterior(2E) 0-1-12 to 1-0-0, Exterior(2R) 1-0-0 to 9-5-13, Interior(1) ed ;C-C for members and forces & MWFRS for reactions shown; Lumber verifying applied roof live load shown covers rain loading requirements specific chord live load nonconcurrent with any other live loads. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide lbers, with BCDL = 10.Opsf. to using ANSVTPI 1 angle to grain formula. Building designer should verify to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) U�S,� LF �-$i�_ I '• No 3486.9 Q' R .. -Julius Lee PE No.34869 Mali USA, inc. FL Ct0 eirt4 69,04 Parke East Blvd'. Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ° Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall n A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iMiTek° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply T24139613 2546517-PSLP-COLLINS C5 Flat 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:28 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-aCD8NOvkC6wl01 laSKrM07YRUrIBKWszfgLfKVzCLoD 6-4-14 12-64 18-11-2 64-14 6-1-6 6-4-14 3x4 I I 3x4 = 5x8 = 3x4 11 Scale=1:36.7 1 8 9 2 3 10 11 4 VAV — 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.20 6-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.35 6-7 >640 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.02 5 nla n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.03 6 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (size) 7=Mechanical, 5=0-3-8 Max Uplift 7=-348(LC 12), 5=-348(LC 12) Max Grav 7=788(LC 17). 5=788(LC 17) PLATES GRIP MT20 244/190 Weight: 114 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 7-1-8 oc bracing. 1 Row at midpt 2-7, 3-5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-147/331, 2-3=-728/718, 4-5=-147/331 BOT CHORD 6-7=-750/606, 5-6=-750/606 WEBS 2-7=-778/979, 2-6=0/297, 3-6=0/297, 3-5=-778/979 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-1-12 to 3-8-15, Exterjor(2) 3-8-15 to 15-2-3, Corner(3) 15-2-3 to 18-9-6 zone; cantilever left and right exposed ;C=C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer I Project engineer responsible fair verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 201.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss, to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=348, 5=348. i ��f111;111/�� ,,�����JLIUS• (FF,i��i • • ENsF•• i 4.4 3486.9 y.. i�'� •: �.O SOP•, � ,�. Ili !�'•••••! � .,� Julius Lee PE No.34869 MiTek O$4 Inc. FL,ce' n 6634 6904 Parke East 1314 Tarhpa FL 33610 Date: May 28,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply T24139614 2546517-PSLP-COLLINS C6 Flat 1 1 Job Reference (optional) Builders klrstbource (i-ort Fierce), tort Fierce, M - 3x4 11 1 8 7 6x8 = 3x4 = 9 2 9-5-9 LOADING (psf) SPACING- 2- TCLL 20.0 Plate Grip DOL 1 TCDL 7.0 Lumber DOL 1 BCLL 0.0 Rep Stress Incr Y BCDL 10.0 Code FBC2020rrP120 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 5=0-3-8 Max Uplift 7=-348(LC 12), 5=-348(LC 12) Max Grav 7=690(LC 1), 5=690(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces TOP CHORD 1-7=-149/333, 2-3=-727/874, 4-5= BOT CHORD 6-7=-912/656, 5-6=-912/656 WEBS 2-7=-781/1099, 2-6=0/261, 3-6=0/: NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust)' II; Exp C; Encl., GCpi=0.18; MWFRS (directional) to 18-9-6 zone; cantilever left and right exposed ;I plate grip DOL=1.60 2) Building Designer / Project engineer responsible f to the use of this truss component. 3) Provide adequate drainage to prevent water pond 4) This truss has been designed for a 10.0 psf bottol 5) . This truss has been designed for a live load of 2 will fit between the bottom chord and any other m 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of trus 7=348, 5=348. 0.4JU 5 IVldy IG cuc 1 1- 1— uiuU-1i , I— umz7' ID:U2gjK7ewtWMF6fnO4jG1DDzhdnl-2OnWzMz02c?Btn?1MxK5<xl`Z pU<uCCLoC , 12-6-4 18-11-2 6-1-6 6-4-14 5x8 = 3 10 6 5x8 = CSI. DEFL. in (loc) I/deft L/d TC 0.72 Vert(LL) -0.16 5-6 >999 360 BC 0.88 Vert(CT) -0.33 5-6 >679 240 WB 0.91 Horz(CT) -0.02 5 n/a n/a MatrixSH Wind(LL) 0.04 6 >999 240 (lb) or less except when shown. 1, 3-5=-781 /1099 BRACING- 3x4S4yle = 1:32.4 11 4 6x8 = PLATES GRIP MT20 244/190 Weight: 107 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. 1=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. C-C Corner(3) 0-1-12 to 3-8-15, Exterior(2) 3-8-15 to 15-2-3, Corner(3) 15-2-3 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 verifying applied roof live load shown covers rain loading requirements specific chord live load nonconcurrent with any other live loads. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) i•si• % 0 No 04869 �Juliustee-PE No.34869 MiTek USA, Inc. FL:Coil: 6634 69D4, Parke East Blvd. Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building. component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with pgssible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of wsses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 26 0 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T24139615 2546517-PSLP-COLLINS C7 Flat Girder 1 1 Job Reference (optional) tsuliaers mrstbource (rort rierce), rort rlerce, rL -1I1a4a4o, 6-4-5 6-4-5 NAILED NAILED 3x8 = NAILED NAILED 2x4 II 1 10 11 12I 2 13 19 9 NAILED 3x6 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 0.vOv. mcy is cuc, rvn, cn n,uuou,ca, „— ,i,u rvicy 41 "', ray, , ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-WaKuo4x_kkATdLRzZltgUYeiPfPBoloG7_gmOOzCLoB 12-6-13 18-11-2 6-2-9 B-4-5 Scale: 3/8"=1' NAILED NAILED NAILED 3x6 = NAILED 3x4 = NAILED NAILED 5x6 = 14 3 15 4 16 17 18 5 20 21 8 22 23 24 7 25 26 M NAILED NAILED 5x8 — NAILED NAILED 5x6 — NAILED NAILED 6 3x6 11 NAILED NAILED 64-5 12-6-13 18-11-2 6-4-5 6-2-9 64-5 SPACING - Plate Grip DOL Lumber DOL Rep Stress Incr Code FBC202C LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 9=Mechanical, 6=0-3-8 Max Uplift 9=-849(LC 8), 6=-937(L( Max Grav 9=1548(LC 25), 6=1582i FORCES. (lb) -Max. Comp./Max. Ten. -All forces TOP CHORD 1-9=-1397/904, 1-2=-1911/1052, BOT CHORD 7-8=-1047/1900 WEBS 1-l17412133, 2-8=-747/736, 4- CSI. TC 0.99 BC 0.93 WB 0.78 Matrix-SH DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.09 8-9 >999 360 MT20 244/190 Vert(CT) -0.20 8-9 >999 240 Horz(CT) 0.02 6 n/a n/a Wind(LL) 0.12 7-8 >999 240 Weight: 106 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-4 oc bracing. WEBS 1 Row at midpt 1-8, 5-7 25) ) (lb) or less except when shown. -1911/1052, 4-5=-1900/1047, 5-6=-1468/978 742/729. 5-7=-1173/2129 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Viasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other mernbers. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss) to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 9=849, 6=937. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads i lf) Vert: 1-5=-54, 6-9=-20 Concentrated Loads (lb) Vert: 5=-136(F) 7=-57(F) 4=-107(F) 10=-114(17) 11=-107(F) 12=-107(F) 13=-107(F) 14=-107(F) 15=-107(F) 16=-107(F) 17=-107(F) 19=-59(F) 20=-57(F) 21=-57(F,) 22=-57(F) 23=-57(F) 24=-57(F) 25=57(F) 26=-57(F) US� :'KLA 34860 r Julluslee PE No:34869 MjTek1)SA, Inc. FL,Cert13634 690ffirke East l lmi: Tampa FL 33610 Date:. May 28,2021 ®WARNING - Verify design parameters and READ NOTES 1N THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119=20 BEFORE USE, ° Design valid for use only with Mil connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vedfy]the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses land truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 267,0 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139616 2546517-PSLP-COLLINS CJ1 Corner Jack 11 1 Job Reference (optional) Builders Firstsource (Fort Pierce), Fort Pierce, I-L - 2 6.00 12 b.4su s may lz zuzl mi i eK InoUStnes, Inc. i nu may zi uo:4/:J-t zuz-i rage t ID:U2gjK7ewtWMF6fnO4jG1DDzhdnl- nuGOQxcVlIJFU097SO301A4f2zoXxEPMdaJwgzCLoA 2x4 = 3 4 Scale =1:7.2 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1125 TC 0.13 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1125 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(LL) 0.00 2 **** 240 Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4 Mechanical Max Horz 2=68(LC 12) Max Uplift 3=-7(LC 9), 2=-139(LC 12) Max Grav 3=19(LC 12), 2=124(LC 1(), 4=19(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces g50 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) V ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) a forces & MWFRS for reactions shown; Lumber DOI 2) Building Designer / Project engineer responsible fo to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom 4) * This truss has been designed for a live load of 20 will fit between the bottom chord and any other met 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss 2=139. tsd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. id C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and 1.60 plate grip DOL=1.60 verifying applied roof live load shown covers rain loading requirements specific chord live load nonconcurrent with any other live loads. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide o bearing plate capable of withstanding 100 lb uplift atjoint(s) 3 except Qt=lb) U •' 3486.9 00 * = R Julius Lee PE NoM69 MITek dSA, Inc. FL Cert 6634 6904-Pafke' East Blud: Tampa FL 33610 Date: May 28,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding. the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139617 2546517-PSLP-COLLINS CJ3 Corner Jack 11 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 3494b, i-1-0-0 �1100 b.43U s May 1 z zuz1 mi I eK Industries, Inc. I nu May zf Ut1:4f:33 zUzl rage i ID:U2gjK7ewtWMF6fnO4jG 1 DDzhdnl-x901 R6ztl fY1 UOAYEtRX5AGO1 sdD?rjipx3Q?jzCLo8 3-0-0 Scale = 1:12.2 ST1.5x8 STP = i 3-0-0 i 3-0-0 Plate Offsets (X Y)-- [2:0-4-3 0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 j25 TC 0.20 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 11,25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 **** 240 Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 1 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT'CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=122(LC 12) I12) Max Uplift 3=-59(LC 12), 2=-154(LC Max Grav 3=72(LC 17), 2=190(LC 17), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) II; Exp C; Encl., GCpi=0.18; MWFRS (directional) a forces & MWFRS for reactions shown; Lumber DC 2) Building Designer / Project engineer responsible fc to the use of this truss component. 3) This truss has been designed for a 10.0 psf botton 4) * This truss has been designed for a live load of 2C will fit between the bottom chord and any other me 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss 2=154. sd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. id C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and =1.60 plate grip DOL=1.60 verifying applied roof live load shown covers rain loading requirements specific chord live load nonconcurrent with any other live loads. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) j`111111#111J* �: vows cF •. 348.6.9 •" <0RN --•ir�lrnl:c••- Julius Lee PE No.34869 MiTek USA, Inc. FL,Cert 6634 6904 Parke East Bivd: Tampa R. 33610 fate: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119Y2020 BEFORE USE. Design valid for use only with MiTek® connectors. This desig is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify �ha applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T24139618 2546517-PSLP-COLLINS CJ5 Comer Jack 6 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL-134945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:34 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1DDzhdnl-PLaPeS Voygu6ylkoaymeOoRnGwYklz2bozX9zCLo7 5-0-0 1-0-0 5-0-0 3x6 = ST1.5x8 STP = 5-0-0 Scale = 1:19.3 Plate Offsets (X Y)— [2:0-6-0 0-0-7j LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.71 Vert(LL) -0.03 24 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.26 Vert(CT) -0.05 24 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/rP1201114 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Herz 2=178(LC 12) Max Uplift 3=-132(LC 12), 2=-1 65(LC, 12) Max Grav 3=147(LC 17), 2=260(LC 17), 4=92(LC 3) Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible foi verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. i 3) This truss has been designed for a 10.0 psf bottom !chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=132,2=165. JP I �i i • 34869 r Juilus Lee PE NoM869 Mrrek USA, Inc. FL:Cert 8654 6904 Parke East Blvd: Tampa FL 33610 gate: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139619 2546517-PSLP-COLLINS CJ12 Corner Jack 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:32 2021 Page 1 I D: U2gjK7ewtWMF6fnO4jG1 DDzhdnl-TzSeDmyEGLQAsebMhAvlZzjH1 SJ2GOTYaHJsTHzCLo9 1 -0-0 1-0-0 Scale = 1:7.2 2x4 = ST1.5x8 STP = Plate Offsets (X Y)— [1:0-0-15 Edge] LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1:25 TC 0.03 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.,25 BC 0.01 Vert(CT) -0.00 1 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020rrPI201114 Matrix-P Wind(LL) 0.00 1 ° * 240 Weight: 3 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 I REACTIONS. (size) 1=0-7-10, 2=Mechanical, 3=Mechanical Max Harz 1=31(LC 12) Max Uplift 1=-8(LC 12). 2=-31(LC 12) Max Grav 1=35(LC 17), 2=32(LC 17)!, 3=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber D011=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for, verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom,chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other mer�lbers. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Aft 0 ft 34,86.9 �r • 14�, r � Jullus Lee PE No.34869 MiTek USA, Inc. FL Cert WOM 6904 Parke East Bivd: Tampa FL 33610 Date: May 28,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51IM020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670, Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139620 2546517-PSLP-COLLINS CJ32 Comer Jack 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.430 s Mar 22 2021 MITek Industries, Inc. Fri May 28 16:05:29 2021 Page 1 ID:U2gjK7evAWMF6fnO4jG1 DDzhdnl-Ixl7TIIgTJ2mAdGUcfzxUrsjS358hVdkoOPFMVzBx9q 1-8-9 1-3-7 4x6 = ST1.5x8 STP = 1-8-9 LOADING (psf) SPACING- 2-M CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 7.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TPl2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-7-10, 2=Mechanical,'I3=Mechanical Max Harz 1=133(LC 9) Max Uplift 1=-22(LC 12), 2=-79(LC 112), 3=-3(LC 12) Max Grav 1=103(LC 1), 2=89(LC 1 I), 3=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:12.2 DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) 0.01 1-3 >999 240 MT20 244/190 Vert(CT) -0.01 1-3 >999 180 Horz(CT) -0.00 2 nla nla Weight: 13 lb FT = 20% BRACING- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. I 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1, 79 lb uplift at joint 2 and 3 lb uplift at joint 3. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. `,�I�IIIIIIII�I E IV 34869 or F • O R Vv•'' 10NA' t ,00- Julius Lee PE No.34869 MITek USA, Inc. FL Cert'6634 6904 Parke East Blvd. Tampa FL 33610 Date:, May 28,2021 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/IW020 BEFORE USE. Design valid for use only with MiTek® connectors. This desig' is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicablliry, of design parameters and properly incorporate this design into the overall �► t� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '!f'iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139621 2546517-PSLP-COLLINS D1 HALF HIP GIRDER 1 Job Reference (optional) tiutlders rirstb'ource (Port Fierce), tort Fierce, t-L =i -54`J40, o.4au s may -it tucI IVn I UK mausuies, mu. i nu may a uorfr:oo 4U41 rdye 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-Lki937?IKaxcLGv7w?_Ejpu1B3T7CO08VvH4c2zCLo5 r1-0-q 6-0-11 11-7-8 18-7-8 23-10-8 29-7-0 1-0-0 6-0-11 5-6-13 7-0-0 5-3-0 5-8-8 a 5x6 II 5x8 = 2x4 I 3x6 = 3x6 = 6x8 = 4 17 5 6 7 8 ST1.5x8 STP = 15 13 12 7x10 = HTU26 7x10 = HTU26 3x8 2x4 III 5x6 = Sx10 = LUS24 6x8 II HTU26 HTU26 HTU26 LUS24 LUS24 LUS24 LUS24 LUS26 5-3-0 29-7-0 16 46 = HTU26 Scale = 1:57.0 I� a LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1:25 Lumber DOL 1 i25 Rep Stress Incr NO Code FBC2020rrP12014 CSI. TC 0.85 BC 0.90 WB 0.77 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.19 12-13 >999 360 -0.34 12-13 >999 240 0.11 16 n/a n/a 0.24 13-15 >999 240 PLATES GRIP MT20 244/190 Weight: 636 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x6 SP No.2 'Except' except end verticals. 9-11,12-14: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 *Except` 8-16; 2x6 SP No.2, 7-11,8-10: 2x4 SP No.2 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL REACTIONS. (size) 2=0-7-10, 16=0-3-8 � LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Horz 2=368(L6 8) Max Uplift 2=-2888(LC 8), 16=-4169(LC 8) Max Grav 2=5421(LC 1), 16=8594(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11258/5855, 3-4=-9705/4870, 4-5=-10203/5013, 5-7=-10398/5102, 7-8=-7715/3755, 9-16=-8594/4169,8-9=-7115/3524 BOTCHORD 2-15=-5411/9900, 13-15=-5411/9900, 12-13=-1442/3022, 11-12=-652/1766, 5-11 =-341/316, 10-11 =-3755f7715 WEBS 3-15=-800/1560, 3-13=-1763/1118, 4-13=-1476/2934,11-13=-3036/5729,4-11=-746/1857, 7-11 =-1 833/3653, 7-10=-2678/1490, 8-10=-4999/10276 ' NOTES- 10d follows: ,,`�{IIIIIl1j�I �� JL1U.S J ��j� 1) 3-ply truss to be connected together with (0.131"&') nails as 1 2x6 2 0-9-0 ,♦t �•. E N Top chords connected as follows: 2x4 - row at 0-9-0 cc, - rows staggered at cc. ♦ (j s 'V` F ••• ��� Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. •: Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies,! except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to �• No 348.69 •� * = ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. :. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 00 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific • . to the use of this truss component. dO.• :��(/♦� 5) Provide adequate drainage to prevent water ponding. Ts�, L C P 6) This truss has been designed for a 10.0 psf bottomlchord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20 �Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide R, Q �,♦% I�� t��0 •• `�` ,�� N At- ' will fit between the bottom chord and any other members. % II��II 8) Bearing at joint(s) 16 considers parallel to grain value using ANSIrfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. I 9) Provide mechanical connection (by others) of truss Ito bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Julius Lee PE N04869 Welk USA° Inc. FL Ceit6634 2=2888, 16=4169. 6904 Parke East Blvd: Tampa FL 33610 10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-1Odxl 1/2 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to Date: connect truss(es) to front face of bottom chord. May 28,2021 ;ontinued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ° Design valid for use only with PATek®connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2676 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T24139621 2546517-PSLP-COLLINS D1 HALF HIP GIRDER 1 3 I Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MI I eK Industries, Inc. I nu May Z/ u8:4/:sti ZUZ1 rage z ID:U2gjK7ewtWMF6fn04jG1 DDzhdnl-Lki937?IKaxcLGv7w?_Ejpu1B3T7C008VvH4c2zCLo5 NOTES- 11) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 16-3-4 to connect truss(es) to front face of bottom chord. 12) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 18-4-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 13) Use Simpson Strong -Tie HTU26 (20-10d Girder, ;11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-1 oc max. starting at 20-3-4 from the left end to 28-3-5 to connect truss(es) to front face of bottom chord 1. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-8=-54, 2-12=-20, 9-11=-20 Concentrated Loads (lb) Vert: 12=-670(F) 18=-1466(F) 19=-670(F) 20=-670(F) 21 =-670(F) 22=-670(F) 23=-670(F) 24=-1 143(F) 25=-1 143(F) 26=-1 143(F) 27=-1 143(F) 28=-1 125(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 5119/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2676 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply I T24139622 2546517-PSLP-COLLINS D2 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL',- 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:37 2021 Page 1 I D: U2gjK7ewtWMF6fnO4jG1 DDzhdnl-pwGXGTON4t3TzPUJTjVTGOQ?rTvVxTuHkZ1 dBUzCLo4 r1-0-0 5-8-15 11-0-0 13-4-0 14-7-121 18-7-8 23-11-0 29-8-0 1-0-0 5-8-15 5�-1 2 4 0 1-3-12 3-11-12 5-3-8 5-9-0 Scale = 1:54.9 4x6 = 5x6 = 4 20 5 412 = 5x6 11 2x4 11 3x4 = 3x6 = 18 ST1.5x8 STP = 17 1 .- 15 14 13 °%o — 3x6 = 46 = 2x4 I I 3x6 = 3x8 = 5x8 = 2x4 II 5-8-15 11-0-0 14-7-12 , 18-7-8 23-11-0 29-8-0 55 88 15 5 3-1 3-7-12 3-11-12 5-3-8 5-9-0 Plate Offsets (X Y)— [5:0-3-0,0-2-0], [12:0-5-4,0-2-0 [18:0-1-0 0-2-8] LOADING (psD SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.11 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL I i25 BC 0.50 Vert(CT) -0.20 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.07 18 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.15 14 >999 240 Weight: 192 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-2 cc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 7-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-14 cc bracing. WEBS 2x4 SP No.3 *Except* 9-18: 2x6 SP No.2 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL REACTIONS. (size) 2=0-7-10, 18=0-3-8 LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Horz 2=312(LC 12) Max Uplift 2=-624(LC 12), 18=-564(LC 12) Max Grav 2=1151(LC 17), 18=1076(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1961/1258, 3-4=-1540/1062, 4-15=-1324/1043, 5-6=-1804/1294, 6-7=-1766/1192, 7-8=-1783/1203, 8-9=-1201/766, 10!18=-1076/670, 9-10=-1025/692 BOT CHORD 2-17=-1377/1727, 15-17=-1377/1727, 14-15=-1012/1390, 7-12=-265/242, 11-12=-766/1201 WEBS 3-15=-502/429, 4-15=-209/461, 5-15=-278/113, 5-14=-514/884, 6-14=-1098/754, 12-14=-1037/1478, 6-12=-170/318, 8-12=-551/733, 8-11 764/630, 9-11=-943/1474 tilliIIIItI111111%I NOTES- ,��� ��U.S . L, 1) Unbalanced roof live loads have been considered for this design. �% F 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) V6sd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. ,�� •'�('j E•(V S+ • •.• �I� II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2E) �00 11-0-0 to 14-7-12, Interior(1) 14-7-12 to 29-54 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for • :.00 reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 34869 3) Building Designer / Project engineer responsible for; verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .o, 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 ..• �[/ will fit between the bottom chord and any other members. T 7) Bearing atjoint(s) 18 considers parallel to grain value using ANSITTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. I 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) �i,,� N p►' ,,,��� 2=624, 18=564. Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 66M 6904 Park6 East Blvd; Tarnpa FL 33610 Date: May 28,2021 ® WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses a�d truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSi Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670.Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply i T24139623 2546517-PSLP-COLLINS D3 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL 134945, 4-3- 4x6 = 420 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:39 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-IJNlh91dcVJBCjeib8XxLRWKuHWKPNXaBtWkCNzCLc2 ,16-7-12. 18-7-8 , 23-11-0 29-8-0 , 6-0-0 '1-3-12' 1-11-12 ' 5-3-8 5x6 = 21 522 4x12 =2x4 11 3x8 = Scale = 1:54.9 5x6 I I 2x4 II ST1.5x8 STP 16 14 13 Zxn I I 3x6 = = 3x6 = 4x6 = 3x8 = 5x8 = 2x4 11 9-0-0 16-7-12 18-7-8 23-11-0 29-8-0 9-0-0 7-7-12 1-11-12 5-3-8 5-9-0 Plate Offsets (X Y)— [5:0-3-0,0-2-01, [12:04-8,0-2-01, [17:0-1-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.15 2-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.32 2-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.10 17 n/a n/a BCDL 10.0 Code FBC2020/TP12014 MatrixSH Wind(LL) 0.20 12 >999 240 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, BOT CHORD 2x4 SP No.2 `Except` except end verticals. 7-13: 2x4 SP No.' BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-10 9-17: 2x6 SP No.2 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL REACTIONS. (size) 2=0-7-10, 17=0-3-8 LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Horz 2=256(LC 12) Max Uplift 2=-632(LC 12), 17=-556(LC 12) Max Grav 2=1150(LC 1), 17=1076(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1908/1424, 34=-1698/1237, 4-5=-1484/1195, 5-6=-2193/1528, 6-7=-2302/1602, 7-8=-2337/1626, 10-17=-1076/685 I BOT CHORD 2-16=-1468/1660, 14-16=-1275/1727, 11-12=-1032/1577, 10-11=-1032/1577 WEBS 3-16=-276/355, 4-16=-165/486, 5-161-392/208, 5-14=415/888, 6-14=-1539/1020, 12-14=-1327/1962, 6-12=-4791724, 8-12=-688/880, 8-10=-1778/1168 NOTES- I`,��I11111�I��I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vglsd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. ��� 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-M, Exterior(2R) 9-0-0 ,�� !'\tv E,N S+ •••� to 15-0-0, Interior(1) 15-0-0 to 15-4-0, Exterior(2E)15-4-0 to 16-7-12, Interior(1) 16-7-12 to 29-5-4 zone; cantilever left and right V F �� ••• exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 9 • •' NO 3440. 3) Building Designer / Project engineer responsible forverifyingapplied roof live load shown covers rain loading requirements specific = * �; �• * ;- to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. * 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 17 considers parallel to grain value using ANSIrfPI 1 angle to grain formula. Building designer should verify - •' ••.0 R `:� •• capacity of bearing surface. 8) Povidtruss to bearing 100 lb uplift joint(s) except at=lb) S .,. • •.. t ��' 2=632e mechanical connection (by others) of plate capable of withstanding at ON p► Jullustee PE No.34869 MiTek USA, Inc. FL,Uif 66M 6904, Parkt3 East Blvd: Tampa FL 33610 gate: May 28,2021 ®WARNING - Verify design parameters and READ NOTES ON!THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTek®connectors. This design's based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 �rain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139624 2546517-PSLP-COLLINS D4 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL !, 34945, 11-0-0, 7-0-0 12-2-0 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:43 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-e4dpXX58gjpdhKxTgzctVHgzjurlLBXA6VUyL8zCLo_ 17-4-0 18-7-12, 23-11-2 1 29-8-0 Scale = 1:54.9 I 5x8 3x4 = 4x6 = 5x6 II 6.00 F12 3 1 20 4 21 522 64x6 = 3x4 = 2x4 11 7-0-0 12-2-0 17-4-0 23-11-2 , 29-8-0 118-71 7-0-0 5-2-0 5-2-0 1-3 8 5-3-10 5 8-14 Plate Offsets (X,Y)— [3:0-6-0,0-2-81, [11:04-4,Edge], [17:0-1-0,0-2-81 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.23 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.46 10-11 >762 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.15 17 n/a n/a BCDL 10.0 Code FBC2020/TP12011I4 Matrix-SH Wind(LL) 0.33 12 >999 240 Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-17: 2x6 SP No.2 WEBS 1 Row at midpt 7-9 REACTIONS. (size) 2=0-7-10, 17=0-3-8 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Max Horz 2=200(LC 12) LOADS IMPOSED BY SUPPORTS (BEARINGS). Max Uplift 2=-634(LC 12), 17=-541(LC 12) Max Grav 2=1160(LC 1), 17=1092(LG 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1915/1253, 3-4=-2180/1560, 4 15=-2734/1862, 5-6=-3106/2075, 6-7=-2334/1445, 9-17=-1092/668 BOT CHORD 2-16=-1192/1613, 14-16=-1192/1619, 10A 1=-2273/3423, 9-10=-1445/2334 WEBS 3-16=0/267, 3-14=-4021769, 4-14=-618/505, 5-11=-695/1194, 6-10=-11771895, 7-10=-254/606, 7-9=-2445/1514, 6-1i1=-1250/812, 11-14=-1434/2029, 4-11=-345/645 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,��{�����1���� 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. w`IUS II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-0-0, Exterior(2R) 7-0-0 J. �I� to 13-0-0, Interior(1) 13-0-0 to 17-4-0, Exterior(2E) 17-4-0 to 18-7-12, Interior(1) 18-7-12 to 29-5-4 zone; cantilever left and right ,�� •'`C E (V S+.•• • F• exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 V �,. �� 3) Building Designer / Project engineer responsible fora verifying applied roof live load shown covers rain loading requirements specific �� NO 3486.9 •: to the use of this truss component. *' • �'* 4) Provide adequate drainage to prevent water ponding. �. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .� 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.' 7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8 Provide b truss to bearing late 100 lb t—Ib • C 0 R A D ` mechanical connection others of capable ofwithstanding uplift at'oint s except (Y ) 9P P 9 P 1 () P Q— ) 2=634,17=541. S -�•�••�• I it Julius.Lee PENo.34869 ,MiTek USA, Inc. FL Cerll Wit '6904 PiM East Blvd: Tampa FL 33610 Date; May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6l19/2020 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify t a applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnfonnatlon available from Truss Plate Institute, 26701 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139625 2546517-PSLP-COLLINS D5 Roof Special Girder 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), 5-0-0 1-0-0 ' 5-0-0 Fort Pierce, FL - 3494b, tl.46U s may 12 ZUZ1 mi I eK Inausmes, inc. I nu may z/ Uo:4t:4o zuzi rage i I ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-aTkZyC60CL3Kwe5sxOeLbimLziakp3DTapz2POzCLny 12-2-0 19-4-0 20-7-12 , 244-0 12 ' 3-8-4 Scale = 1:44.6 NAILED Special NAILED Special 5x8 = NAILED NAILED NAILED 3x6 11 NAILED NAILED 5x8 = 6.00 12 3 12 13 14 15 4 16 17 18 5 64x6 = 2x4 II 3x6 = 2x4 11 NAILED NAILED NAILED 5x8 NAILED NAILED 3x4 = ST1.5x8 STP = Special NAILED Special 6x8 = NAILED 12-2-0 , 19-4-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1,25 TC 0.65 Vert(LL) 0.30 10 >947 240 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.35 9-10 >805 240 BCLL 0.0 * Rep Stress ]nor NO WB 0.86 Horz(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2020/7PI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 7-8: 2x6 SP No.2 REACTIONS. (size) 8=0-7-10, 2=0-7-10 Max Horz 2=144(LC 8) 1 Max Uplift 8=-930(LC 8), 2=-1032(LC 8) Max Grav 8=1465(LC 29), 2=1595(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2875/1758, 3-4=-3968/2530, 415=-3968/2530, 5-6=-2771/1750 BOT CHORD 2-11=-1570/2513, 10-11=-156912530, 9-10=-1589/2535, 8-9=-1546/2429 WEBS 3-11=0/439, 3-10=-1011/1593, 4-10=-781/802, 5-10=-961/1532, 5-9=0/354, 6-8=-2728/1734 PLATES GRIP MT20 244/190 Weight: 119 lb FT = 20% Structural wood sheathing directly applied or 3-3-14 oc purlins, except end verticals. Rigid ceiling directly applied or 4-11-4 oc bracing. 1 Row at midpt 3-10, 5-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20i0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss Ito bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=930, 2=1032. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 326 lb down and 357 lb up at 5-0-0, and 326 lb down and 355 lb up at 19-4-0 onitop chord, and 132 lb down and 82 lb up at 5-0-0, and 132 lb down and 82 lb up at 19-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin I Vert: 1-3=54, 3-5=-54, 5-6=-54, 6-7=-54, 2-8=-20 m o � N N N ,%**fJ111111/,rjI, No 34869 ��• 1,A //L.. A/lam. i •.E p R.�p�••:��_� Julius Lee PE No.34869 MITek USA, Inc. FL Wt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 28,2021 L;onunuea on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 511912020 BEFORE USE, Design valid for use only with MiTek® connectors. This desig I Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139625 2546517-PSLP-COLLINS D5 Roof Special Girder 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL:34945, 6.430 s May 12 2021 MI Iax Industries, Inc. I hu May Zt U8:41:45 2021 Page 2 ID:IJ2gjK7ewtWMF6fnO4jG1 DDzhdnl-aTkZyC6OCL3Kwe5sxOeLbimLziakp3DTapz2POzCLny LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-145(B)5=-145(B)11=-107(B)10=-26(B)4=-61(B)9=-107(B)13=-61(B) 14=-61(9)15=-61(13)16=-61(B) 17=-61 (B) 18=-61 (B) 19=-26(B) 20=-26(B) 21=-26(B) 22=-26(B) 23=-26(B)24=-26(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 6I19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This desigq is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply i T24139626 2546517-PSLP-COLLINS EJ4 I Jack -Open 3 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:46 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-2flxgY70zeBBYog2V69a7wiar522YjxcoTicxTzCLnx 1 0-0 4-0-0 1-0-0 4-0-0 Scale=1:14.7 3x4 = ST1.5x8 STP = 4-0-0 Plate Offsets (X,Y)— [2:0-4-7,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1125 TC 0.39 Vert(LL) -0.01 2-4 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 2-4 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI20'114 Matrix-P Wind(LL) 0.00 2 ''" 240 Weight: 14 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 I REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=150(LC 12) Max Uplift 3=-97(LC 12), 2=-158(LC 12) Max Grav 3=11 O(LC 17), 2=224(LC 17), 4=72(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 1 3) This truss has been designed for a 10.0 psf bottomlchord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20!Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss Ito bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=158. ,,��"�J��'•U�S� �F F :• 34869 i • r Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5h W020 BEFORE USE, ' Design valid for use only with MiTeW connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139627 2546517-PSLP-COLLINS EJ5 Jack -Open 9 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:50 2021 Page 1 I D:U2gjK7ewtWMF6fn04jG1 DDzhdnl-xQYS?wAX1 thdOPzpkxEW ImTAIjOITXxCj5gp4EzCLnt 5-0-0 5-0-0 Scale = 1:17.2 3x6 = ST1.5x8 STP = 5-0-0 5-0-0 Plate Offsets (X,Y)— [2:0-6-0,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1'.25 TC 0.71 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.26 Vert(CT) -0.05 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-7-10, 1=Mechanical Max Horz 2=178(LC 12) Max Uplift 3=-132(LC 12), 2=-165(LC 12) Max Grav 3=147(LC 17), 2=260(LC 17), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 2150 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and .forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20iOpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. ' 6) Provide mechanical connection (by others) of trussito bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=132, 2=165. I� `�♦♦ .•��GE NSA•. �i�� • 3486.9op Julius Lee PE No.34869 MiTek USA, Inc. FL CetY6634 6904 Parke East Blvd: Tampa FL 33610 Date:, May 28,2021 I ®WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139628 2546517-PSLP-COLLINS EJ6 Jack -Open 4 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL 1 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:51 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-Pd6gCGB9nBgUeZY?Ifllgz?Sh6gtCyhLylQNdgzCLns 1-010 4-5-8 6-10-0 1-0-0 4-5-8 2-4-8 3x6 = 3x4 =5 ST1.5x8 STP = 6-10-0 6-1 n-n co M m M v M Scale = 1:24A Plate Offsets (X,Y)-- [2:0-6-0,0-0-31, [5:Edge,0-1-8j1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1:25 TC 0.32 Vert(LL) -0.11 2-0 >723 360 MT20 244/190 TCDL 7.0 Lumber DOL 1 !'25 BC 0.56 Vert(CT) -0.22 2-5 >362 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 •'•• 240 Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=229(LC 12) Max Uplift 4=-45(LC 12), 2=-183(LC 12), 5=-114(LC 12) Max Grav 4=46(LC 17), 2=331(LC 17), 5=228(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-5=-399/227 j WEBS 3-5=-305/535 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) V sd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. I 3) This truss has been designed fora 10.0 psf bottomlchord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �V , ' .G E•N 5) Refer to girder(s) for truss to truss connections. ��� V1' SF ••• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) = 34869 2=183,5=114. 'fl 0 R,Q• Julius Lee -PE No.34869 MiTek USA, Inc. FL Cert'6634 6904 Parke East Blvd: Tempi FL 33610 Date:. May 28,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss I Truss Type Qty Ply T24139629 2546517-PSLP-COLLINS EJ7 I Jack -Open 18 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, Fy - 34945, I 4x6 = ST1.5x8 STP = 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:52 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-tpgCQcCnYUyLGj7CsMG_NBYUwWyzxRQVBP9w96zCLnr 7-0-0 7-0-0 7-0-0 7-0-0 Scale = 1:24.9 Plate Offsets (X,Y)— [2:0-0-0,0-0-91 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1',25 TC 0.86 Vert(LL) -0.08 2-4 >983 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.18 2-4 >438 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-SH Wind(LL) 0.17 2-4 >480 240 Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-4 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=234(LC 12) Max Uplift 3=-173(LC 12), 2=-183(LC 12) Max Grav 3=201(LC 17), 2=335(LC 17), 4=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11 4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom'chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=173, 2=183. it F �♦ Aft 34.86.9 iI Julius Lee Pt? No.34869 MiTek11SA, Inc. FL Cert 6634 6904 Parke East 8tvli: Tampa FL 33610 !late: May 28,2021 ® WARNING -Verify design parameters and READ NOTES ON iTHIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss I Truss Type Qty Ply T24139630 2546517-PSLP-COLLINS EJ41 Monopitch Girder 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:47 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-WssJNu8fkyJ29yFE3phpg7ro9VFFHABml7S9UvzCLnw 4-0-0 4-0-0 Scale = 1:14.7 2x4 = 2x4 11 ST1.5x8 STP = 4-0-0 4-0-0 Plate Offsets (X Y)— [1:0-0-15,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.05 1-3 >893 240 MT20 244/190 TCDL 7.0 Lumber DOL 11.25 BC 0.73 Vert(CT) -0.07 1-3 >608 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-7-10, 3=Mechanical Max Horz 1=111(LC 8) it Max Uplift 1=-115(LC 8), 3=-175(LC 8) Max Grav 1=275(LC 1), 3=280(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 2i50 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20iOpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=115,3=175. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.1�' 8"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the Mace of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 4=-285(F) :•134869 'CC= : W Z Julius Lee PE No.3481 MiTek USA, lnc. FL Ce 6904 Parke East Blvd: Date: May 28,2021 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional, temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 26701 Grain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139631 2546517-PSLP-COLLINS EJ42 Monopitch 3 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL- 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:49 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-TE_4na9vGZZmPFOdAEjHIYw3JJ39k4h2URxGYozCLnu 4-5-10 Scale: 314"=1' J 3x4 A-J 1 r — ST1.5x8 STP = 4-5-10 4-5-10 2x4 I I Plate Offsets (X Y)— [2:0-4-7 0-0-7) LOADING (psf) SPACING- 2-b-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.02 24 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 11,25 BC 0.19 Vert(CT) -0.03 24 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=0-5-10, 2=0-7-10 Max Horz 2=161(LC 12) Max Uplift 4=-91(LC 12), 2=-160(LC 12) Max Grav 4=165(LC 17), 2=238(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3.4=-171/294 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom (chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20 'Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 2=160. ♦♦����JL1US� • = •Lin 3486.9 s. ;IrZ Julius Lee PE No.34869 MTek USA, Inc. FL cent 6634 5904 Parke East Blvd. WilliaFL 33610 Date: Mav 28,2021 - ® WARNING -Verify design parameters and READ NOTES ON' THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This de' based ills based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSNTPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 267010rain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss I Truss Type Qty Ply T24139632 2546517-PSLP-COLLINS EJ71 Jack -Open 8 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL, - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:53 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-L7DadyCPJo4CttiOP4nDvO5e5wHrgugeP3vUhZzCLnq 1-0-0 2-7-10 7-0-0 1-0-0 2-7-10 44-6 1 44 = 2x4 II ST1.5x8 STP = Scale = 1:24.9 2-7-10 7-0-0 2-7-10 4-4-6 Plate Offsets (X Y)— [2:0-0-11,Edge], [3:0-1-14 04121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.90 Vert(LL) -0.11 6 >756 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.21 6 >380 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.15 5 n/a n/a BCDL 10.0 Code FBC2020/TPI20 4 Matrix-R Wind(LL) 0.31 6 >259 240 Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. 3-6: 2x6 SP No.2, 3-5: 2x4 SP No.1 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=234(LC 12) 1 Max Uplift 4=A45(LC 12), 2=-180(LC 12), 5=-18(LC 12) Max Grav 4=180(LC 17), 2=343(LC 17), 5=121(LC 3) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom lchord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,���111111/�� ''I�� will fit between the bottom chord and any other members. ���� t11US F� 5) Refer to girder(s) for truss to truss connections.,�� �I� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except (jt=1b) ,�� .•'�G,E•n(S •• F•••. 4=145, 2=180. �� V �� '. No 3480 — r • Z • FS 4.0 R D Julius Lee PE No.34869 MiTek USA, Inc. FL Cert'6634 6904 Parke' East BIA Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON [THIS AND INCLUDED MrrEK REFERENCE PAGE Mll-7473 rev. 5119r2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses acid truss systems, see ANSI/TI'lf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139633 2546517-PSLP-COLLINS G1 HALF HIP 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:58 2021 Page 1 ID:U2gjK7ewtW M F6fnO4jG 1 DDzhdnl-izl TgfGY8KiU_eaLCdNOcSoXjxl4LwH NZKdEMmzCLnl 0-o-q 1 4-5-1 8-14-4 12-1-8 131 $ 15-7-12 18-7-0 1p-2t6 1-0 0, 4-5-1 3-11 3 3-9 4 0-11-1 2-6-7 2-11-4 0-7-6 3x4 II N r` m ST1.5x8 STP = " .1 1. 3x4 = 2x4 11 3x4 = 5x6 = 3x8 11 6x8 = 3x4 1 Scale = 1:59.2 4-5-1 13-11-3 7-3-8 3-6-10 Plate Offsets (X,Y)— [2:0-0-0,0-0-91, [2:0-5-15,0-2-21, [9:Edge,0-4-01, [10:0-4-12,0-1-8I LOADING (psf) SPACING- 2- 0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 11.25 TC 0.78 Vert(LL) -0.51 10-12 >440 360 MT20 244/190 TCDL 7.0 Lumber DOL 1:.25 BC 0.65 Vert(CT) -0.89 10-12 >254 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.01 9 nla n/a BCDL 10.0 Code FBC2020/TPI2014 MatrixSH Wind(LL) 0.57 12 >394 240 Weight: 134 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-11 cc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-9-12 cc bracing. 5-12,6-14: 2x4 SP No.2, 7-10: 2x4 SP No.1 WEBS 1 Row at midpt 7-9 REACTIONS. (size) 9=0-2-12, 2=0-7-10 Max Horz 2=574(LC 12) Max Uplift 9=-425(LC 12), 2=-288(LG 12) Max Grav 9=1178(LC 18), 2=1022(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1927/436, 3-5=-844/0, 5-6=-839/81, 6-7=-454/0 BOT CHORD 2-13=-889/1823, 12-13=-889/1823, 10-12=-341/804, 9-10=-304/733 WEBS 5-12=-197/265,6-14=-315/186,10-14=-308/1455,7-14=-293/1457,7-9=-1882/778, 3-13=-2891770, 3-12=-1166/672 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 19-0-10 zone; cantilever left and right exposed ;C-C for members and forces; & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible fo , verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-14I 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 9=425, 2=288. 1 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Us No 3486.0 IA.lL .aA. 1 -ft OR Julius Lee PE No.34869 Welt USA, Inc. FL CtY 66M 6904 Parke East Blvd: Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON �THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses arid truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ' T24139634 2546517-PSLP-COLLINS G2 HALF HIP 1 1 Job Reference (optional) Builders FirstScurce (Fort Pierce), Fort Pierce, FL 1 34945, o3 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:47:59 2021 VMF6fnO4iG1DDzhdnl-A9bsu?HAveaLco9YmKud9fLiiLMK4NbXo Mov 4x6 = 6x8 � 8 2x4 11 ST1.5x8 STP = 14 13 11 10 5x6 6x8 3x4 = 3x4 2x4 11 3x4 = = 3x8 I = Scale = 1:55.1 14-5-1 8 4-0 15-7-12 19-2-6 14-5-1 3-11-3 7-3-8 3-6-10 Plate Offsets (X,Y)— [2:0-0-0,0-0-9), [2:0-5-15,0-2-21, [10:Edge,0-4-41, [11:0-4-12,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1'125 TC 0.76 Vert(LL) -0.51 11-13 >440 360 MT20 244/190 TCDL 7.0 Lumber DOL 1125 BC 0.65 Vert(CT) -0.89 11-13 >254 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Wind(LL) 0.57 13 >393 240 Weight: 138 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 j TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. 5-13,6-15: 2x4 SP No.2, 7-11: 2x4 SP No.1 WEBS 1 Row at midpt 9-10, 10-16 JOINTS 1 Brace at Jt(s): 16 REACTIONS. (size) 10=0-2-12, 2=0-7-10 Max Horz 2=518(LC 12) Max Uplift 10=-398(LC 12), 2=-315(LC 12) Max Grav 10=1136(LC 18), 2=1029(LC 18) 1 FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1942/516, 3-5=-859/11, 5-6=-854/186, 6-7=-469/9 BOT CHORD 2-14=-966/1817, 13-14=-966/1817, 11-13=-398/799, 10-11=-351/728 WEBS 5-13=-196/342, 6-15=-315/236, 11-15=-376/1456, 7-15=-358/1458, 7-16=-1927/938, 10-16=-1838/879,3-14=-358/769,3-13=-11651668 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 17-0-0, Exterior(2E) 17-0-0 to 19-0-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber ,��� lV.s CFF ��j DOL=1.60 plate grip DOL=1.60 ��t ,vL. ,�� 2) Building Designer / Project engineer responsible for, verifying applied roof live load shown covers rain loading requirements specific ,��' '•�G'E•N �j' •••• ' F to the use of this truss component. V • �� 3) Provide adequate drainage to prevent water ponding. �� • • .•� 3486.9 •� 4) This truss has been designed for a 10.0 psf bottom I,chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * : ' *' will fit between the bottom chord and any other members. 6) Ceiling dead load 5-6, 6-151 (5.0 psf) on member(s). 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 �'O i. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 9) Provide truss bearing j Q ;�• mechanical connection (by others) of to plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) R, 10=398, 2=315. ,0 G'•`� �� 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ONA1-``,��,, ll1/1111U��� ' Jurfus Lee PE No.34869 MTek 6.04 Inc. FIL Cert 6634 6904 Parke East Blvd. Tampa FL33610 ' Date: May 28,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design' is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall {� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses a'[td truss systems, see ANS111 P/t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670I Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T24139635 2546517-PSLP-COLLINS G3 HALF HIP 1 1 Job Reference (optional) Builders FirstSource (Fart Pierce), Fort Pierce, FL',- 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:01 2021 Page 1 :wtWMF6fnO4jG1 DDzhdnl-6YicJhJRRF43r5JYAlx5E4Q2P836YGHgFlrvz5zCLni 4x4 = 6x8 = 7 8 17 2x4 11 Scale: 1/4"=l' 3x44 3x4 Vv 2x4 I 3x4 = 5x6 = 3x8 I 6x8 = = = i 4-5-1 8-4-4 15-7-12 1 45-1' 3-11-3 7-3-8 %2-6 3-6-10 Plate Offsets (X,Y)— [2:0-5-15,0-2-2), [2:0-0-0,0-0-9j, [8:0-3-8,0-3-0), [10:Edge,0-4-4j, [11:0-4-12,0-1-8j LOADING (psf) SPACING- 210-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 11.25 TC 0.81 Vert(LL) -0.46 11-13 >487 360 MT20 244/190 TCDL 7.0 Lumber DOL 11.25 BC 0.63 Vert(CT) -0.80 11-13 >281 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.01 10 n/a n1a BCDL 10.0 Code FBC2020/iP12014 Matrix-SH Wind(LL) 0.51 13 >439 240 Weight: 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 "Except` BOT CHORD Rigid ceiling directly applied or 7-8-6 oc bracing. 5-13,6-15,8-11: 2x4 SP No.2 WEBS 1 Row at midpt 8-10 REACTIONS. (size) 10=0-2-12, 2=0-7-10 Max Horz 2=462(LC 12) Max Uplift 10=-375(LC 12), 2=-338(LIC 12) Max Grav 10=1099(LC 18), 2=1031(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-19301643, 3-5=-905/114, 5-6=873/292, 7-8=-465/164 BOT CHORD 2-14=-1024/1790, 13-14=-1024/1790, 11-13=-425/817, 10-11=-388/766 WEBS 5-13=-155/341, 6-15=-841/537, 11-15=40711407, 8-15=01625, 8-10=-18751949, 3-14=-359/703,3-13=-1114/686,7-15=-570/999 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-0, Exterior(2E) 15-0-0 to 19-0-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible far verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water pondi g. 4) This truss has been designed for a 10.0 psf bottoZhord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20'Apsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other mernbers. 6) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 8) Provide mechanical connection (by others) of truss ito bearing plate at joint(s) 10. 9) Provide mechanical connection (by others) of truss!to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=375, 2=338. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. us ,�� J �• • .. �.. •NOEN.� % r. do �I No.-3486.900 ► . n n �, lam. • � va �pN A, Jullus Lee PE No.34869 MITek USA, Inc. FL Cert 66M 6904• Parke East Blvd: Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119I2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2676 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139636 2546517-PSLP-COLLINS G4 HALF HIP 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FLI- 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:02 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-akG_WOJ3CZCwTFu7RTSKnlzC6YQEHjWzUybSVXZCLnh 13-M -1-0-0 4-5-1 8-0-0 11-11-5 12 -8 15-7-12 18-7-0 9-2- 1-0-0 45-1 3-11-3 3-7-1 0- -3 2-7-12 2-11-0 -7- 1 4x6= 3x6 = 2x4 11 Scale = 1:42.9 1 2x4 I 3x4 = 3x8 5- 2x4 = b 17 6 4Xb = 3x8 11 6x8 = 4-5-1 8 4 4 15-7-12 1 4-5-1 3-11-3 %2-0 7-3-8 3-6-10 Plate Offsets (X,Y)— [2:0-1-12,0-1-8), [9:Edge,0-4-4j, [10:0-4-12,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.38 10-12 >586 360 MT20 244/190 TCDL 7.0 Lumber DOL 11.25 BC 0.57 Vert(CT) -0.66 10-12 >339 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.01 9 n/a nla BCDL 10.0 Code FBC2020/TPI2014 MatrixSH Wind(LL) 0.42 12 >541 240 Weight: 127 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing. 4-12,5-14,7-10: 2x4 SP No.2 WEBS 1 Row at midpt 7-9 REACTIONS. (size) 9=0-2-12, 2=0-7-10 Max Harz 2=406(LC 12) 1 Max Uplift 9=-354(LC 12), 2=-359(LC 12) Max Grav 9=1067(LC 18), 2=1029(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1894/754, 34=-977/231, 4-5=i901/379, 5-6=-371/90, 6-7=-334/107 BOT CHORD 2-13=-106711743, 12-13=-1067/1743, 10-12=450/853, 9-10=-413/796 WEBS 4-12=-83/285, 5-15=-559/342, 14-15=-519/343, 10-14=-391/1290, 7-14=-380/1238, 7-9=-1728/897, 3-13=-316/582, 3-12=-10201706 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Exterior(2E) 13-0-0 to 19-0-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible fol verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water pondirig. 4) This truss has been designed for a 10.0 psf bottomlchord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-15, 14-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 9=354, 2=359. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ,�1.1U�s8LFF�<ii 1, 34869 Julius LeePE No.34869 MiTek USA, Inc. FL,Ceit6634 6904 Parke East Blind: Tarilpa FL 33610 Date: May 28,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2671, Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type City Ply I T24139637 2546517-PSLP-COLLINS G5 HALF HIP 1 1 Job Reference o tional Builders FirstSource (Fort Pierce), Fort Pierce, FLi- 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:03 2021 Page 1 ID:U2gjK7evAWMF6fnO4jG1DDzhdnl-3xgMjMKhztKn4PTJ?AzZJVVNTyiZOCJ6icK?2 zCLng 1-0-0 4-5-1 8-4 4 , 9-11-5 , 11-0-0 , 12-1-8 15-1-12 18-7-0 19-2-f 1-0-0 4-5-1 3-11-3 1-7-1 1-0-11 1-1-8 3-6-4 2-11.4 -7-6 31 ST1.5x8 STP = 3x8 2x4 I I 3x4 = G I 4x6 = 3x6 = 2x4 II 2x4 = 0 18 / 19 is 5x6 = 3x8 11 J 6x8 = 4-5-1 8-4-4 15-7-12 19-2-6 4-5-1 3-11-3 7.3-8 3-6-10 Scale=1:38.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 11,.25 TC 0.84 Vert(LL) -0.29 10-12 >769 360 MT20 244/190 TCDL 7.0 Lumber DOL 11.25 BC 0.82 Vert(CT) -0.51 10-12 >439 240 BCLL 0.0 * Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.34 12 >662 240 Weight: 125 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* 9-11: 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-12,5-14: 2x4 SP No.2, 7-10: 2x4 SP No.1 REACTIONS. (size) 9=0-2-12, 2=0-7-10 Max Horz 2=351(LC 12) Max Uplift 9=-336(LC 12), 2=-377(LC 12) Max Grav 9=1039(LC 18), 2=1022(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-18191799, 3-4=-1138/361, 4-5=-974/437, 5-6=-386/196, 6-7=-344/188 BOT CHORD 2-13=-1046/1660, 12-13=-1046/166Q, 10-12=-479/977, 9-10=-438/895 WEBS 4-12=0/309,5-15=-651/305,14-15= 636/319,10-14=-295/1120,7-14=-294/1132, 7-9=-1716/839, 3-13=-202/354, 3-12=-782/649 Structural wood sheathing directly applied or 3-5-15 oc purlins, except end verticals. Rigid ceiling directly applied or 5-10-0 oc bracing. 1 Row at midpt 7-9 NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2E) 11-0-0 to 19-0-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water pondirjg. 4) This truss has been designed for a 10.0 psf bottomIchord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-15, 14-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=336, 2=377. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. I 11111111j11, • •% i • 3486.9do • �10 Julius Lee PE No.34869 Welk USA, Inc. FL Cert615M 6904 Parke East Blvd: Tampa FL33610 Date> May 28,2021 II ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119t2020 BEFORE USE.° �� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding.the fabrication, storage, delivery, erection and bracing of trusses and thus systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 267d Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply i T24139638 2546517-PSLP-COLLINS G6 HALF HIP GIRDER 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FLI- 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:04 2021 Page 1 ID:U2gjK7ewtWMF6fn04jG1 DDzhdnl-X701xiLJkASeiZ2VZuUosj2dgM5MlfrGxG4ZaQZCLnf 1-0-0 4-8-15 9-0-0 14-0-3 19-2-6 1 1-0-0 4415 4-3-1 5-0-3 5-2-3 i1 4x4 = Scale = 1:36.7 3x4 = 5x6 = 12 ST1.5x8 STP = I HTU26 HTU26 46 = HTU26 HTU26 7 3x8 2x4 11 6x8 = 6x8 = 3x6 II HTU26 HTU26 HTU26 4-8-15 9-0-0 14-0-3 19-2-6 4-8-15 4-3-1 5-0-3 5-2-3 Plate Offsets (X Y)—[2:0-1-12,0-1-8],[7:0-4-8,0-1-8] [8:0-3-8 0-3-8] [10:0-4-0 0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.09 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.16 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.16 10-11 >999 240 Weight: 127 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-10 cc purlins, BOT CHORD 2x6 SP No.2 'Except` except end verticals. 2-9: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-6-10 cc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 6-8 6-7: 2x6 SP No.2 REACTIONS. (size) 7=0-2-12, 2=0-7-10 Max Harz 2=295(LC 21) Max Uplift 7=-1589(LC 8), 2=-1166(LC 8) Max Grav 7=2324(LC 25), 2=1751(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3284/2119, 3-4=-2644/1783, 4, 5=-2373/1662, 5-6=-1831/1263, 6-7=-1728/1225 BOT CHORD 2-11=-2046/2918, 10-11=-2046/2918, 8-10=-1263/1831 WEBS 4-10=-592/932, 5-10=-544f737, 5-8=-763/624, 6-8=-1662/2413, 3-11=-215/398, 3-10=-653/457 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Viasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible folr verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom' chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 201.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of trusslto bearing plate at joint(s) 7. 7) Provide mechanical connection (by others) of trussito bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=1589, 2=1166. 8) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect truss(es) to front face of bottom chord. 9) Use Simpson Strong -Tie HTU26 (20-16d Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 8-0-0 cc max. starting at 9-0-12 from the left end to 17-0-12 to connect truss(es) to front face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-10dx1 1/2 Girder, 14-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max. starting at 11-0-12 from the left end to 13-0-12 to connect truss(es) to front face of bottom chord. 11) Use Simpson Strong -Tie HTU26 (20-10d Girder, 20-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 15-0-12 from the left end to connect truss(es) to front face of bottom chord. 12) Use Simpson Strong -Tie HTU26 (20-16d Girder, 20-1 Odxl 112 Truss, Single Ply Girder) or equivalent at 18-11-10 from the left end to connect truss(es) to front face of bottom chord.I 13) Fill all nail holes where hanger is in contact with lumber. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,01111111111111 Al :• 34869 frzi Julius Lee PE No.34869 MiTek OSA, Inc. FL,6i11'6634 6904 Padre East Blvd. Tampa FL 33610 Date: May 28,2021 -ontinued on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Mll-7473 rev. 5.119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ° a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply I T24139638 2546517-PSLP-COLLINS G6 HALF HIP GIRDER 1 1 Job Reference o tional Builders FirstSource (Fort Pierce), Fort Pierce, FL f 3494b, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-6=-54, 2-7=-20 Concentrated Loads (lb) Vert: 7=-300(F) 10=-290(F) 13=-745(F) 14=-290(F) 15=-290(F) 16=-290(F) 17=-290(F) 8.43U S May 12 ZUZ1 MI I eK Industries, Inc. I nu May Z/ Ud:4t5:U4 ZUZ1 Page Z ID:U2gjK7ewtWMF6fn04jG1 DDzhdnl-X701xiLJkASeiZ2VZuUosj2dgM5MIfTGxG4ZaQzCLnf ®WARNING -Verily design parameters and READ NOTES ONiTHIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119I2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses acid truss systems, see ANSI/TPIi Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139639 2546517-PSLP-COLLINS HJ4 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL I - 34945, -1-5-0 1-5-0 2x4 = 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:05 2021 Page 1 ID:U2gjK7evAWMF6fnO4jG1 DDzhdnl-?Jy782MxUUaVKjdi6b?1 OwboimUDUJePAwp66szCLne 5-6-6 5-6-6 LOADING (psf) SPACING- 2=0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 11.25 TC 0.47 Vert(LL) -0.04 2-4 >999 360 TCDL 7.0 Lumber DOL 11.25 BC 0.36 Vert(CT) -0.08 2-4 >738 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-P Wind(LL) 0.00 2 ''"' 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-10-7, 4=Mechanical Max Horz 2=148(LC 8) Max Uplift 3=-102(LC 8), 2=-143(LC 8) Max Grav 3=133(LC 28), 2=268(LC 1), 4=103(LC 3) Scale = 1:14A PLATES GRIP MT20 2441190 Weight: 19 lb FT = 20% Structural wood sheathing directly applied or 5-6-6 cc purlins. Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible fof verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20;Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss Ito bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=102,2=143. 7) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the iface of the truss are noted as front (F) or back (B). i LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 5=42(F=21, B=21) ,,,IIIIIIIIfII�'I US. GF OI ���� ' ��G.E NSA., ���♦ • 3486.9 •'': �.�• J lli -�• . Jufius Lee PE.ND:34869 MiTek USA, WC. FL .Ce- h W4 6904 Parke East Bh/d: Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design1is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Well( always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUfPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670iCrain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139640 2546517-PSLP-COLLINS HJ5 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri May 28 16:09:21 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-WZmg9eZCrbGr?H?4CN7LumTFXaCQ2Q3t86bXW3zBx6C 1 5 0 7-0-2 1-5-0 7-0-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DO 1.25 TC 0.66 Vert(LL) -0.08 2-4 >971 360 TCDL 7.0 Lumber DOL �1.25 BC 0.51 Vert(CT) -0.17 2-4 >457 240 BCLL 0.0 Rep Stress Incr I NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.05 2-4 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-10-7„4=Mechanical Max Horz 2=159(LC 8) 1 Max Uplift 3=-192(LC 8), 2=-173(LO 8) Max Grav 3=227(LC 13), 2=246(LC,1), 4=134(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1:16.8 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 7-0-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional);; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. I 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 3 and 173 lb uplift at joint 2. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54 Trapezoidal Loads (plf) Vert: 5=0(F=27, B=27)-to-3=-95(F=-20, B -20), 2=-2(F=9, B=9)-toA=-35(F=-8, B=-8) MiTek USA, Inc. FL,Cert 6634 690A Parke East Blvd: Tampa FL 33610 We: May 28,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670_ Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139641 2546617-PSLP-COLLINS HJ6 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.430 s Mar 22 2021 MiTek Industries, Inc. Fri May 28 16:11:18 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-a4L3je_bHYOFYGRZYSkn7SpH9IA6yGZ62pRD7nzBx4N 4-11-11 9-7-3 4-11-11 4-7-8 3x4 = Scale = 1:22.4 4-11-11 4-7-8 Plate Offsets (X,Y)— [2:0-1-9,Edge) LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 11.25 TC 0.52 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 MatdxSH Wind(LL) 0.02 6-7 >999 240 Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-7, 6=Mechanical Max Horz 2=269(LC 8) Max Uplift 4=-233(LC 8), 2=-212(LC 8), 6=-114(LC 8) Max Grav 4=273(LC 13), 2=375(LC 1), 6=368(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-670/159 BOT CHORD 2-7=-366/687, 6-7=-366/687 WEBS 3-6=-742/396 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional);, cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of trus6 to bearing plate capable of withstanding 233 lb uplift at joint 4, 212 lb uplift at joint 2 and 114 lb uplift at joint 6. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-54 Trapezoidal Loads (plf) Vert: 8=0(F=27, B=27)-to-4=-130(F=-38, B=-38), 2=-2(F=9, B=9)-to-5=-48(F=-14, B=-14) 1%-IU.J � i� r�,�G E ♦I •A 34869 • r a r '�'04; /0N AI S:. $ Julius Lee PE No.34869 .MiTek USA Inc. FL Cert 8634 6904Parke East Md. Tampa FL 33610 Dale. Mav 7R 9f191 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ° Design valid for use only with MiTekd connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670Grain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ' T24139642 2546517-PSLP-COLLINS HJ7 I Diagonal Hip Girder 2 1 Job Reference (optional) Builders FlrstSource, Fort Piece, FL 34945 8,430 s Mar 22 2021 MiTek Industries, Inc. Fri May 28 16:11:58 2021 Page 1 ID:U2gjK7ewtWMF6fnC4jG1 DDzhdnl-PmIB6JThsr2aLPVFusSAItT6LsoeKLV_F17LWSzBx3l 1-5-0 5-0-0 9-9-5 1-5-0 5-0-0 4-9-5 I 3x4 = 2x4 II 5 3x4 = Scale = 1:22.8 I, .1 5-0-0 5-0-0 9-9-5 4-9-5 Plate Offsets (X,Y)— [2:0-1-9,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 11.25 TC 0.57 Vert(LL) -0.02 5-6 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.03 5-6 >999 240 Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-7, 5=Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-244(LC 8), 2=-217(LC 8), 5=-115(LC 8) Max Grav 4=287(LC 13), 2=389(LC, 1), 5=375(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-721/174 BOT CHORD 2-6=-391r739, 5-6=-391l739 WEBS 3-6=0/254, 3-5=-792/419 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-1-12 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional);Icantilever left and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. , 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 lb uplift at joint 4, 217 lb uplift at joint 2 and 115 lb uplift at joint 5. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l.P5, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-54 Trapezoidal Loads (plf) Vert: 7=0(F=27, B=27)-to-4=-132(F=-39, B=-39), 2=2(F=9, B=9)-to-5=-49(F=-14, B=-14) • GENg. �` �•• I 34869 ' O�R 1 O.• N��� ONAL Julius Lee PE'No:34869 mi rek USA, Inc. FL Ceit6634 6904' Parke East Blvd; Tampa FL 33610 Date:. nn�]A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119Y1020 BEFORE USE. Design valid for use only with MiTek® connectors. This desigtruss is based only upon parameters shown, and is for an individual building component, note a ss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSNTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 26701 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139643 2546517-PSLP-COLLINS K1 Hip Girder 1 1 Jab Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FLi- 34945, . _I_n-n . d_n_n 1-0-0 ' 4-0-0 5x8 = 6.00 12 3 8.430 S May 12 2021 MI1 ek Industries, Inc. I hU May 2/ U8:48:1 U 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-LHIOCmP4JODnQUVfv8bC5_IZXn5W9RY8KCXto4zCLnZ 10-0-10 16-1-4 20-1-4 , 21-1-4 , 6-0-10 6-0-10 4-0-0 NAILED 2x4 II NAILED NAILED 4 11 12 13 NAILED 5x8 = 5 Scale = 1:36.5 ST1.5x8 STP = 2x4 11 14 5x8 = 15 16 17 2x4 I I ST1.5x8 STP = NAILED NAILED NAILED 3x4 = NAILED NAILED 3x4 = 4-0-0 1 6-0-10 6-0-10 4-0-0 Plate Offsets (X,Y)— [2:0-0-11,Edgel, [3:0-6-0,0-2.81, [5:0-6-0,0-2-81, [6:0-0-11,Edgel, [9:0-4-0,0-3-01 LOADING (psf) 1 SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.16 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.28 9-10 >823 240 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.24 9-10 >992 240 Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 6=0-7-10 Max Horz 2=111(LC 7) Max Uplift 2=-616(LC 8), 6=-646(LC 8) Max Grav 2=994(LC 1), 6=1070(LC 30) i FORCES. (Ib) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1708/924, 3-4=-2624/1579, 4-5=-2624/1579, 5-6=-1797/955 BOT CHORD 2-10=-735/1452, 9-10=-736/1464, 8-9=-739/1553, 6-8=-746/1544 WEBS 3-9=-816/1279, 4-9=-415/410, 5-9='767/1196, 5-8=0/302 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss1to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=616, 6=646. 8) "NAILED" indicates 3-1Od (0.148"xY) or 3-12d (0.148"x3.25-) toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the Iface of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 2-6=-20 Concentrated Loads (lb) Vert;5=-37(B) 8=-23(B) 11=-31(B)12=-31(B) 13=-31 (B) 14=-251 (B) 15=-16(B)16=-16(B) 17=-16(B) ,, ,,,� I/ILIIIIII1'I. ,iPius t I •'off C'E IV '•• v r� 3486.9 • iA J Z RHO; • N =�1111111:11�`- Jullus Lee PE W 34869 MiTek USA, inc. FL Ceit 66M 6904 Parke East Blvd; Tampa FL 33610 Date: May 28,2021 -- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrPIf quality Criteria, DSH-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 26701 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply T24139644 2546517-PSLP-COLLINS K2 Hip 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:11 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-gTJOP5Qi4KLe2e4rTs6ReBgpcAUnuOCIYsGQKWzCLnY 1-0-0 6-0-0 10-0-10 14-1.4 20-1-4 1-0-0 6-0-0 4-0-10 4-0-10 6-M Scale = 1:36A I ST1.5x8 STP = 4x6 = 6-0-0 4x6 = 3x4 = 4x6 = 3 4 5 3x4 = 8-1-4 3x6 = 3x4 = 6-M ST1.5x8 STP = 4x6 = I� a LOADING (psf) SPACING- 2 0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.08 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.18 7-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-SH Wind(LL) 0.08 6-7 >999 240 Weight: 86 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-7-10, 2=0-7-10 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-4-9 oc bracing. Max Horz 2=149(LC 11) Max Uplift 6=-359(LC 12), 2=-468(LC 12) Max Grav 6=718(LC 1), 2=794(LC 1I) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1192/888, 3-4=-995/888, 4-5=-1005/899, 5-6=-1201/899 BOT CHORD 2-9=-646/982, 7-9=-818/1132, 6-7=-657/992 WEBS 3-9=-88/325, 4-9=-250/235, 5-7=-83/325 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-0-0, Exterior(2E) 6-0-0 to 19-9-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water pondiilg. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=359, 2=468. ,,�00US VFW*i,��. •.\CE1VS �. 34.86.9 74 ONAL e����,. Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904- Padre East Blvd: Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE.° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify11the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses;and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139645 2546517-PSLP-COLLINS K3 Hip 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL',- 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:12 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-IftmcRRKreTVfof2lZdgBPNufan9dTeRnWO_syzCLnX 8-0-0 12-1-4 20-1-4 _ _ 8-0-0 1 4-1-4 B-0-0 fl, 3x6 i ST1.5x8 STP = 5x8 = 4x6 = 2x4 II 3x6 = 3x4 = 8-0-0 12-1 4 20-1-4 8-0-0 4-1-4 S-0-0 Plate Offsets (X,Y)— [1:0-1-11,0-1-81, [2:0-5-8,0-2-4j, [3:0-3-8,0-2-0), [4:0-1-11.0-1-8) Scale=1:35.8 ST1.5x8 STP = 3x6 LOADING (psf) SPACING- 21,0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.11 1-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.27 1-7 >878 240 BCLL 0.0 Rep Stress [nor YES WB 0.11 Horz(CT) 0.03 4 n/a n/a BCDL 10.0 Code FBC2020r[P]2014 Matrix-SH Wind(LL) 0.19 4-5 >999 240 Weight: 82 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-7-10, 4=0-7-10 Max Horz 1=-180(LC 10) Max Uplift 1=-363(LC 12), 4=-363(LC 12) Max Grav 1=720(LC 1), 4=720(LC 1�) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1096/801, 2-3=-888/843, 3-4 1096/801 BOT CHORD 1-7=-5471899, 5-7=-546/905, 4-5=-529/883 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3A3 to 6-3-13, Intedor(1) 6-3-13 to 8-0-0, Exterior(2E) 8-0-0 to 19-9-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=363, 4=363. 344869 .0 ; _ � 6904, Date: East Blvd: Tampa FL 33610 May 28,2021 ® WARNING - Verify design parameters and READ NOTES 0� THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE, ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify [he applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply T24139646 2546517-PSLP-COLLINS K4 Hip 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:13 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-msR8gnSycxbMHxEEaH8vjcwBD_6OMulbOAIX0PzCLnW 5-0-3 9-6 8 10-6-12 , 15-1-1 _ 20-1-4 5-0-3 4-6-5 1-0-4 4-6-5 5-0-3 W Scale = 1:36.0 4x6 = 4x6 = 3x6 = ST1.5x8 STP = ST1.5x8 STP = 3x4 = 5x8 = 3x6 = I� LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.16 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.33 6-7 >701 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC20201TPl2014 Matrix-SH Wind(LL) 0.07 1-8 >999 240 Weight: 93 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-7 oc bracing. REACTIONS. (size) 1=0-7-10, 6=0-7-10 Max Horz 1=214(LC 11) Max Uplift 1=-363(LC 12), 6=-363(LC 12) Max Grav 1=720(LC 1), 6=720(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1185/943, 2-3=-9111716, 3-4=-763/699, 4-5=-911/716, 5-6=-1185/943 BOT CHORD 1-8=-761/1094, 7-8=-356/763, 6-7=-737/1015 WEBS 2-8=-385/459, 3-8=-186/268, 4-7=-1861268, 5-7=-386/459 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-13 to 6-3-13, Interior(1) 6-3-13 to 9-6-8, Exterior(2E) 9-6-8 to 10-6-12, Exterior(2R) 10-6-12 to 19-0-9, Interior(1) 19-0-9 to 19-9-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottomi chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 1=363, 6=363. ', `LJUS� May 28,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 61IM020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify1the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139647 2546517-PSLP-COLLINS K5 Monopitch 2 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 4-4-13 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:13 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-msR8gnSycxbMHxEEaH8vjcwBF_A1 MvebOAIXOPzCLnW 8-7-4 2x4 II 3 ST1.5z8 STP = ST1.5x8 STP = 6x8 = i Scale = 1:30.3 8-7-4 Plate Offsets (X Y)-- rl:0-0-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.13 1-4 >748 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.27 1-4 >368 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Hcrz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Wind(LL) 0.03 1-4 >999 240 Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-4 cc bracing. REACTIONS. (size) 1=0-7-10, 4=0-5-10 Max Horz 1=239(LC 12) Max Uplift 1=-89(LC 12), 4=-215(LC 112) Max Grav 1=315(LC 17), 4=357(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 1-2=-346/271 BOT CHORD 1-4=-582/357 WEBS 2-4=-381/644 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-13 to 6-3-13, Interior(1) 6-3-13 to 8-5-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible fog verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottomlGhord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss'to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at=lb) 4=215. I ,07%011111 , .� 3486.9 • y �-0 ;�.. 'Julius Lee -PE No.34869 Welk 0 A, Inc. FL _Girt 66M 6904• Parke East Blvd. Tampa R.33610 Date: May 28,2021 I ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vedfylthe applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses) and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139648 2546517-PSLP-COLLINS K6 Common 2 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:14 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-E2?X17TaNFjDv5pQ8_g8GgSMYOab5NjkEgV5xrcCLnV -1-0-0 4-4-10 8-9-4 1-0-0 4-4-10 4-4-10 Scale = 1:20.1 46 = ST1.5x8 STP = 46 = 4x6 = 4-4-10 4-4-10 8-9-4 4-4-10 LOADING (psf) SPACING- 2-0I0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020lrPI2014 Matrix-SH Wind(LL) 0.03 4-5 >999 240 Weight: 33 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 95-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10 Max Horz 2=113(LC 11) Max Uplift 4=-148(LC 12), 2=-267(LC i12) Max Grav 4=305(LC 1), 2=387(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-423/512, 3-4=-420/524 BOT CHORD 2-5=-331/322, 4-5=-331/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,- BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,.60 3) Building Designer / Project engineer responsible fo�, verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom'chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20 iOpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 4=148, 2=267. 34869 i r V0 6904 Parke East Blvd: Tamjia FL 33610 Date: May 28,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 I Job Truss Truss Type Qty Ply T24139649 2546517-PSLP-COLLINS K7 Common Supported Gable 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:15 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-iEZvFTTD8Zr4WFOdihBNol?bHo_dgpHtTUEeTHzCLnU -1-0-0 4-4-10 8-9-4 _ 9-9-4 1-0-0 4-4-10 4.4-10 1-0-0 Scale = 1:20.0 4x6 = 10 9 8 3x4 = 2x4 I I 2x4 11 2x4 11 3x4 = � 8-9-4 � 8-9-4 Plate Offsets (X Y)-- [2:0-0-7,0-0-31, [6:0-0-7,0-0-31 LOADING (psf) SPACING- 2-0;0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020(rP12014 MatrixSH Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-9-4. (lb) - Max Horz 2=119(LC 11) Max Uplift All uplift 100 Ito or less at joint(s) except 2=-141(LC 12), 6=-141(LC 12), 10=-104(LC 12). 8=-104(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 6, 9, 10, 8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-172/391, 5-8=-172/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf-, BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(K) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom) chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20'.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of trussi to bearing plate capable of withstanding 141 lb uplift at joint 2, 141 lb uplift at joint 6, 104 lb uplift at joint 10 and 104 lb uplift at joint 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2, 6. It1,11/[I E 34869 OR1'N' V� riS�OElli Nqs JB[ius Lee PE No.34869 MiTek 084 inc.A Cert8634 6904 Parke East BIvf1: Tampa FL 33610 Date: May 28,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MffEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 i Job Truss Truss Type Qty Ply T24139650 2546517-PSLP-COLLINS L1 Monopitch 6 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 314945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:16 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-AR6HSpUrvszx8PzpGPicLFYh9BBdZFb1 i8_B?jzCLnT -1-0,0 5-9-9 9-0-0 1-M 5-9-9 2x4 11 Scale = 1:31.6 4 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.16 2-5 >622 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.�15 BC 0.63 Vert(CT) -0.34 2-5 >303 240 BCLL 0.0 Rep Stress Incr YEIS WB 0.18 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-SH Wind(LL) 0.07 2-5 >999 240 Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 5=Mechanical, 2=0-7-10 Max Horz 2=287(LC 12) Max Uplift 5=-216(LC 12), 2=-203(LC 12) Max Grav 5=368(LC 17), 2=408(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 2510 (lb) or less except when shown. TOP CHORD 2-3=-294/138 BOT CHORD 2-5=-442/283 WEBS 3-5=-362/599 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) W II; Exp C; Encl., GCpi=0.18; MWFRS (directional) at and right exposed ;C-C for members and forces & h 2) Building Designer / Project engineer responsible for to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom 4) * This truss has been designed for a live load of 201 will fit between the bottom chord and any other men 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss joint 2. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-4-14 oc bracing. 1=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 8-10-4 zone; cantilever left fFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 trifying applied roof live load shown covers rain loading requirements specific hord live load nonconcurrent with any other live loads. psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide bars. bearing plate capable of withstanding 216 lb uplift at joint 5 and 203 lb uplift at �11III1.11/�� •..•.:•.. 34869 .,�w O�NA'_ ­j�.O Jullus Lee PE No.34369 MTek 6SA Inc. FL,Ceit6634 6904, Puke East Btvtt: Tampa FL 33610 DAD:. May 28,2021 ®WARNING - Verify design parameters and READ NOTES ONI THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 511912020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITe�° is always required for stability and to prevent collapse with possible_ personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses ail d truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139651 2546517-PSLP-COLLINS L2 Half Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), 0-1 Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:17 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-edgfg9VTgA5omZX?p6DruS4gjbZflggAxojD(AzCLnS -1-0-0 , 7-0-0 1 0-0 11-0-0 7-0-0 2-0-0 Special 5x8 = 2x4 II Scale = 1:27.0 ST1.5x8 SYP = 2x4 11 6x8 = 3z4 = Special 7-0-0 9-0-0 7-0-0 2-0-0 Plate Offsets (X,Y)— [3:0-6-0,0-2-8) LOADING (psf) SPACING- 2-010 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.06 2-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.13 2-6 >805 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-SH Wind(LL) 0.08 2-6 >999 240 Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=Mechanical, 2=0-7-10 Max Horz 2=237(LC 8) Max Uplift 5=-593(LC 8), 2=-331(LC 8) Max Grav 5=81 O(LC 25), 2=535(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-540/256 _ BOT CHORD 2-6=-307/438, 5-6=-320/464 WEBS 3-6=-315/644, 3-5=-1010/693 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. I 3) Provide adequate drainage to prevent water pondi n1g. US 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `t J •.. • •.. • I�. �i� 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,�� '�G e N s'•• will fit between the bottom chord and any other members.F••• 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 593 lb uplift at joint 5 and 331 lb uplift at Q 3486.9 •� joint 2. * : *' , 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 318 lb down and 340 lb up at :. 7-0-0 on top chord, and 452 lb down and 364 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. .W' 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 0 Q , LOAD CASE(S) Standard I,�SI 0 I ` 1 Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , % Vert: 1-3=-54, 3-4=-54, 2-5=-20 Concentrated Loads (lb) Motu PE No.34869 Vert: 6=-436(B) 3=-136(B) Wilk USA, Ins. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MGM( always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139652 2546517-PSLP-COLLINS N1 Monopitch 6 1 Job Reference (optional) Cunaers Ylrsi joufce (Yon eierce), r-ort coerce, rL - J4V40, O.4OU 5 May -IL LUCI IVII I eK IODU5LrIe5, IrU. I HU May G1 VOAO: 10 LUL I rd(jtl I I D:U2gjK7ewtW MF6fnO4jG 1 DDzhdnl-6pE 1 tV W5RUDfNj6BNgk4Qgd_o?vu 13yK9RT14czCLnR 6-4-0 125-10 , I 1-0-0 ' 1 6-4-0 44 = Lx4 11 ST1.5x8 STP = 6x8 = Scale = 1:41.3 6-4-0 64-0 12-5-10 6-1-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.03 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.07 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI201,4 Matrix-SH Wind(LL) 0.05 2-6 >999 240 Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-M oc bracing. REACTIONS. (size) 5=0-5-10, 2=0-7-10 Max Harz 2=384(LC 12) 1 Max Uplift 5=-308(LC 12), 2=-241(LC 12) Max Grav 5=521(LC 17), 2=541(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-628/254, 4-5=-161/275 BOT CHORD 2-6=-653/589, 5-6=-653/589 WEBS 3-6=0/281, 3-5=-656/725 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 12-3-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer! Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 5 and 241 lb uplift at joint 2. ♦♦�%���,IU S [F ��i�i iv 3486.9 Date: May 28,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119=20 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117Pl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss I Truss Type Qty Ply T24139653 2546517-PSLP-COLLINS N2 I Half Hip 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:18 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-6pE1 tV W5RUDfNj6BNgk4Qgd?Y?vu11 AK9RTI4czCLnR -1-0-0 6-4-0 10-102 12-5-10 , 1-0-0 64-0 4 6-0 1-7-10 4x6 = 2x4 11 46 zx4 11 ST1.5x8 STP = = 6x8 = Scale = 1:37.1 6-4-0 6-4-0 10-10-0 12-5-10 , 4-6-0 1-7-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020(rP12014 MatrixSH Wind(LL) 0.05 2-7 >999 240 Weight: 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. REACTIONS. (size) 6=0-5-10, 2=0-7-10 Max Horz 2=343(LC 12) Max Uplift 6=-288(LC 12), 2=-261(LCI12) Max Grav 6=490(LC 17), 2=546(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-624/340 BOT CHORD 2-7=-669/574, 6-7=-669/574 WEBS 3-7=0/281, 3-8=-628/725, 6-8=-676/807 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-10-0, Exterior(2E) 10-10-0 to 12-3-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible forj verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide drainage to �fVJV.S J • �I� adequate prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `t .. •.. • ,�� •• (YE N.9 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� V :C•••,� �� will fit between the bottom chord and any other members. 6 Provide mechanical connection b others of truss to bearing late capable of withstanding 288 lb uplift at 6 and 261 lb uplift at (Y ) I 9 P P 9 P J P 34.86.9 :. joint 2. .� • • C i.� • : 4/ Z& 4.: O R Juliuslee PE No.34869 Mrrek USA, Inc. FL Cert 6634 6904• Parke East BIA Tampa FL 33610 We: May 28,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This desig' is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139654 2546517-PSLP-COLLINS N3 Half Hip 1 1 Job Reference (optional) tSUllaers FIrS[JOUrce (tort Fierce), tort Fierce, FL - 54940, 8.4JU s May iz zuzl MI I eK Inausines, Inc. I nu May z/ Ud:4d:iv zuzl rage l 1-0-0 4-7-15 4-2-1 3-7-10 4x4 = 3x4 = 4 5 3x6 = 8-10-0 3xa = ST1.5x8 STP = 3x6 II 12-5-10 3-7-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.13 2-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.26 2-7 >565 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.04 2-7 >999 240 LUMBER- IBRACING- TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 6=0-5-10, 2=0-7-10 Max Horz 2=288(LC 12) Max Uplift 6=-265(LC 12), 2=-284(LC 12) Max Grav 6=455(LC 17), 2=547(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-638/555, 3-4=-360/257, 4-5=-289/310, 5-6=-455/543 BOT CHORD 2-7=-805/605 WEBS 3-7=-353/548, 5-7=-507/480 PLATES GRIP MT20 244/190 Scale: 3/8"=l' Weight: 68 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 6-M oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 8-10-0, Exterior(2E) 8-10-0 to 12-3-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 265 lb uplift at joint 6 and 284 lb uplift at joint 2. 1�0�vL1US� (F '0'i �% .•� ..a.i.. i 34869 � • r r . ice. ....:•- � �® Julius Lee PE No.34869 M7ek USA, Inc. FL,Ceit'6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 28,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 26.70 Crain Highway, Suite 203 Waldorf, MD 20601 MOW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139655 2546517-PSLP-COLLINS N4 Half Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:21 2021 Page 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-XOwAVWYzjPbDEArm2yln21FSgCuIETXmrPhygxzCLnO 6-10-0 12-5-10 _ 1-0-0 6-10-0 5-7-10 3 Plate Offsets (X,Y)— NAILED Scale=1:29.7 5x8 = NAILED NAILED NAILED 4x6 II 3 7 8 9 4 ST1.5x8 STP = 2x4 11 NAILED 11 5 3x4 Special LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 125 TC 0.78 Vert(LL) -0.05 2-6 >999 360 TCDL 7.0 Lumber DOL 1.,25 BC 0.60 Vert(CT) -0.11 2-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2020/TPI20114 Matrix-SH Wind(LL) 0.09 2-6 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 IBOT CHORD WEBS REACTIONS. (size) 5=0-5-10, 2=0-7-10 Max Horz 2=232(LC 21) Max Uplift 5=-929(LC 8), 2=-633(LC 8) Max Grav 5=1245(LC 25), 2=907(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1337/899, 4-5=-434/448 BOT CHORD 2-6=-878/1154, 5-6=-894/1183 WEBS 3-6=-389/708, 3-5=-1339/1009 ST1.5x8 STP = 6x8 = NAILED PLATES GRIP MT20 244/190 Weight: 59 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-1-2 oc bracing. 1 Row at midpt 3-5 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional);1cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water pondng. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 929 lb uplift at joint 5 and 633 lb uplift at joint 2. I 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.'148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 512 lb down and 490 lb up at 6-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1,.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 6=-504(B)3=-113(B)7=-113(B)8=I113(B) 9=-130(B) 10=45(B) 11=-51(B) (,�c����i 40 �� ; •fir` F••!,� 00 • 34869 A J, J I ��. Julius'Lee PE No.34869 MiTek USA, Inc. FL,Cerf6634 6904• Parke East Blvd: Tampa FL 33610 gate: May 28,2021 ® WARNING -Verify design parameters and READ NOTES'ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. -- ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139656 2546517-PSLP-COLLINS V5 Valley 2 1 Job Reference (optional) Builders FirstSource (Fort Fierce), Fort Fierce, FL - 3494b, a.4JU s May 12 ZUZI MI I eK mausmes, Inc. I nu May zi uo:9tl:z I euz-I rage -I ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-XOwAVWYzjPbDEArm2yin21FeCC18EYcmrPhygxzCLnO 220 2-2-0 I Scale =1:8.2 2 3 � I 2x4 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 6 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 i BOT CHORD REACTIONS. (size) 1=2-1-8, 3=2-1-8 Max Horz 1=39(LC 12) Max Uplift 1=-16(LC 12), 3=-36(LC 12) Max Grav 1=54(LC 17), 3=61(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. j 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 1 and 36 lb uplift at joint 3. ,���I11111/�0 ,��<���vL1US •�F ee ♦� ♦G'E.NS �. A. 3486.9 =7a VJ Ls.*J Julius Lee PE No.34869 MITek USA, Inc. FL,Cert13634 6904,PkW East Blvd. Uni a R.33610 Date. May 28,2021 A WARNING -Verify design parameters and READ NOTES ION THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling ofindividual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with'possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24139657 2546517-PSLP-COLLINS V7 Valley 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc. Thu May 27 08:48:22 2021 Hage 1 j ID:U2gjK7ewtWMF6fnO4jG1'DDzhdnl-?aUYjsZcUik4sKQzcgpObWoiFcJUz?sv43RWDNzCLnN 4-6-4 4-6-4 Scale = 1:14.1 I 2x4 i 2x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1:25 Lumber DOL 1:25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.48 BC 0.28 WB 0.00 Matrix-P DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a nla 0.00 (loc) I/deft L/d n/a 999 n/a 999 n/a n/a PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-5-12, 3=4-5-12 Max Horz 1=105(LC 12) Max Uplift 1=-44(LC 12), 3=-96(LC 1I2) Max Grav 1=146(LC 17), 3=163(LC 117) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-148/285 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 96 lb uplift at joint 3. i 3486.9 May 28,2021 i All,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply T24139658 2546517-PSLP-COLLINS V8 Valley 1 1 i Job Reference (optional) t umers rlrstsource (Tort merce), Ton Tierce, t-L. - J4!l40, 2x4 B.HJU S May I L GU4 1 IV11 I UK 111UUSU IUa, 111U. I I IV Mdy a U0.40.G0 .— rdgtl 1 ID:U2gjK7ewtWMF6fnO4jG1 DDzhdnl-TnlwwCaEFOsxUU?9ANKF7jKz7OjHiS63JjA3IpzCLnM 2-6-4 2x4 II 2 3 Scale =1:9.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1i25 TIC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1 j25 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-4 cc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 1=2-5-12, 3=2-5-12 Max Horz 1=49(LC 12) Max Uplift 1=-20(LC 12), 3=-45(LC 1�2) Max Grav 1=68(LC 17), 3=76(LC 17) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=18ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 45 lb uplift at joint 3. *(tall/1/!/ e� 3-IUS [.F ��II �*'. No 3486.9 ,yee��s'� Julius'Lee PE No.34869 MITek USA, Inc. FL Cert'6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 28,2021 I �s ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511W020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling o individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse withipossible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/iP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For c1-2 cgs wide truss spacing, individual lateral braces themselves WEBS 031 4 may require bracing, or alternative Tor I bracing should be considered. T I O o �'•� 3 ��1 3 O 3. Never exceed the design loading shown and never U �� 1:stack materials on inadequately braced trusses. IL 4. Provide copies of this truss design to the building p designer, erection supervisor, property owner and For 4 x 2 orientation, locate c7-8 c6a c5s I— all other interested parties. plates 0- "id' from outside BOTTOM CHORDS 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSIrrPI 1. Plate location details available in MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design with_ANSI/TPI 1 14Bottom chords require lateral bracing at 10 ft. spacing, -no -is -noted. - _ _ -values _are -in -accordance -'or less, if ceiling installed, unless otherwise section 6.3 These truss designs rely on lumber values BEARING established by others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number Where bearings occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. ® 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSIrrPI 1 Quality Criteria. Guide to Good Practice for Handling,M!Te.k Installing & Bracing of Metal Plate 21.The design does not take into account any dynamic Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 or other loads other than those expressly stated.